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HomeMy WebLinkAbout2658 Flicker Cv 18-1626; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100005 BUILDING APPLICATION #: 18-10000536 BUILDING PERMIT NUMBER: 18-10000536 DATE: June 15, 2018 UNIT ADDRESS: FLICKER COVE 2658 17-20-31-502-0000-1230 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISES ADDRESS: 5200 VINELAND RD STE 200 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2658 FLICKER COVE / WYNDHAM PRESERVESFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing ROADS -COLLECTORS 705.00 1.000 dwl unit 705.00 Single Family N/A Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO-WYDE ORD Single Family Housing 9,000.00 1.000 dwl unit 9,000.00 PARKS N LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 9,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND T3EVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE• 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE O 40V , 7 CITY OF SANFORD BUILDING 8t FIRE PREVENTION APR ' 3 2018 i' PERMIT APPLICATION n OYLV / ) Application No: Documented Construction Value: $ Job Address: 2658 Flicker Cove, Sanford 32771 (Lot 123) Historic District: Yes No Parcel ED: 17-20-31-502-0000-1230 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkisonal—parksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 407- 529-3000 Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/ Engineer Information Name: Eng. / Don Bolden Eng. Phone: Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E- mail: Arch. 407-629-6711 Eng. 386-668-7606 Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 1'0?•/© Signature of Owner/Agent Date Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta Print Owner/Agent's ame Print Contracto ame N Si cure of otaT o,,gf FlorOICHELLE PARK ISON Dat Sig ature of No f a d iiilDlary Public- SlaldtModdaf fit'`: Notary Public - State of Florida ' Comrnlesion p GO 157861 Commission # GO 157881 My COMM. E iplres Nov 5, 20211u4MyComm. Expires Nov 5, 2021 bdndaN through N nUnnW NWury,qun, Bonded lhrnWJh Nallaid Nolary Assn. _ Owner/Agenfis'- Personally Known to Me or Contractor/Agent\' Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical© Mechanical® Plumbing© Gas[] Roof Construction Type: Upy Occupancy Use: (Z?j Flood Zone: X—SEF Ft of Bldg: << c N`D Total Sq g: 22 pg4 Min. Occupancy Load: (( # of Stories: Z New Construction: Electric - # of Amps Zb-b Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: ` l 18 UTILITIES: ENGINEERING: VA-E L 4.26 `1$ FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. {8.31. z4v?- ZS92 sow-c e- k--= . - Al 6r pl Z( Fire Alarm Permit: Yes No 3 WASTE WATER: BUILDING: 'WG- M 11 Revised June 30, 2015 Permit Application AR 3 2018 ?r L CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 144.308.00 Job Address: 2658 Flicker Cove, Sanford 32771 (Lot 123) Historic District: Yes No Parcel ED: 17-20-31-502-0000-1230 Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkison(a parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/ Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eno,/ PO Box 530783 Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR, LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t6 Edition (2014) Florida Building Code Revised: June 30, 2015 1 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 1/a •i8 Signature of Owner/Agent Date Vishaal Gupta Print Owner/AQent's 1/- 0? - /a Signature of Contractor/Agent Date Vishaal Gupta Print ContractoEhk7ent s-Name of ota e,,of Flor Da Si ature of No e • d i,1 W Public - Sla orida IdiCHEtIE PARKISON / Wry Notary Public - State of Florlda • • ' Commission # G0157881 e • . Commission # GG 157881 My Camm, Expired Nov 5, 2021MyComm. Expires Nov 5, 2021 "I l 4 '' f;tlrnlptl uutluph Nuutlntll NetoryA an, 8ondEV11h Mu 1h Na0ar d NolmyAl%n. Owner/Agenfi*'— Personally Known to Me or Contractor/Agent i> Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 0 -) WASTEWATER: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # BUILDING PERMIT Min Max Ins ection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence AddrPcc- EI,'ECTRICAtL PERMI•T' Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Mi0, I Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANIC AL PERMIT^ : ` J Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 lI111! lalli Ili! I111111lII !IIl1 il!! i!1! Parcel ID Number: 17-20-31-502-0000- lal0 GRANT h1AL0Y> SEIITNOLE COUNTY C:LLI;I; OF C:IRC:UIT COURT & C:OVIPTROLLER Prepared By Daphne Clark BK 9153 PQ 1436 (iPss ) and Park Square Homes CLERK'S 4 2018068529 Return To: 5200 Vineland Road, Suite 200 REC:OI;DED 06/15/2i!1S 12:3`1-,' REC:ORDIN(i FEES a10.00:;. L I1 Orlando, F132811 RECORDED BY tsm i th NOTICE OF COMAMNCEMENT. State of Florida. County of Seminole. Permit Number: The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of Property: LOT Legal Description: WYNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 81, Page 93` 02- 102, of the public records of Seminole County, Florida. ywJ UAddress : Raw (..,(/t%-jp— , Sanford F132773 2. General Description of Improvements: New Single Family Home 3. Owner Information : Name Park Square Enterprises LLC Address 5200 Vineland Road, Suite 200, Orlando, Fl 32811 Telephone (407) 529-3000 4. Fee Simple Title Holder: N.A. 5. Contractor Name and Address : Name Park Square Homes Address 5200 Vineland Road, Suite 200, Orlando, F132811 Telephone (407) 529-3000 6. Surety: N.A. 7. Lender: Name Fifth Third Bank Address 5050 Kingsley Dr. MD: 1MOC3J Cincinnati, OH 45227 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed: 161( V Signature of Owner's Agent: zkl- Vishaal Gupta Executive Vice President, Park Square Enterprises LLC Sworn to and subscribed before me this day by Vishaal Gupta who is personally known to me and did not produce 1D. Notary Public Daphne Clark My commission expires: 6/27/19 Serial No. FF209108 ZA-54KSignature: 20ssFuRt*lA(COO! gy 1M- Vito plyf P1 Al0y't 4na eal: CAI otOtIpV011 , Fl OR1DA r,., SEMI • pEpt,TY CLERK V Date I P City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 2658 Flicker Cove Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1230 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: W floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 18-1626 Reviewed by: Michael Cash, CFM Date: April 26, 2018 1 P I Application for Paved Driveway, Sidewalk or W 0Walkway Including Right -of -Way Use & F O1;;Dq Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or, ' sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Knw wmes below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call beroreyou dig. 1. Project Location/Address: 0(058,5k it ¢J- CDL)Q r SOI_ Ord , F(- 2. Proposed Activity- 3. Schedule of Work: X Driveway Start Date 4. Brief Description of Work: Walkway Other: Completion Date Construction of new driveway for new single family residence This application is submitted by: Properlyowner L11, Signature: Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Print Name: Vishaal Gupta Emergency Repairs Email: mparkison@parksquarehomes. com Date: A • • /8 Maintenance Responsibilities/ Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, storrnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestors expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: v Date: yo?• / 8 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date Date Date: 4-- Z&-ZDl 8 Date: November 2015 ROW Use Dnveway.pol LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: -SA - a• i8 I hereby name and appoint: o,,,>>C_ Vy2RY-cp r an agent of: Park Sauare Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: a(.5a Street Address) Expiration Date for This Limited Power of Attorney: /o? 3 f a0/8 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: & STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this,? day of r, t , 200- 16 , by Vishaal Gupta who is Xpersonally known to me or who has produced as identification and who did (did not) takq an o . Notary Seal) MICHELLE PARKISON Notary Public — Stale of Florida Commission # GG 157861 s My Comm. Expires Nov 5, 2021 Bonded through National Notary Assn. Rev. 08.12) l Sign ure cr Print or type name Notary Public - State of r" Commission No. CCG l-1F cD I My Commission Expires: II 5 aoal RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name. Lot 123 Barcelona A RHG Office - S Builder Name: One Stop Cooling and Heating tt_DIN6' Street: 2658 Flicker Cove Permit Office: Citypf (lordTTCity, State, Zip: Sanford , FL , Permit Number: S,ANFORD Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) c10A RTN 1. New construction or existing New (From Plans) 9. Wall Types (2911.7 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1485.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1485.00 ft2 6. Conditioned floor area above grade (112) 2413 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(313.0 sgfl.) Description Area a. Sup- Attic, Ret: Attic, AH: 2nd Floor 6 482.6 a. U-Factor: Dbl, U=0.55 210.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 39.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.384 ft. Area Weighted Average SHGC: 0.230 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2413.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 928.00 ft2 None c. other (see details) R= 299.00 ft2 15. Credits Pstat Glass/Floor Area: 0.130 Total Proposed Modified Loads: 69.05 PASSTotalBaselineLoads: 72.27 I hereby certify that the plans and specifications covered by Review of the plans and F 11JE Sr4j, QothiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis Code. Digitally signed by Bolan Faulcovic calculation indicates compliance BO drl PdUkOVICJ 2018.03.22 09:47:2770withtheFloridaEnergyCode. PREPARED BY: Date: 0aoo Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 cc 0 y I hereby certify that this building ned, is in compliance Florida Statutes. CODwiththeFloridaEnergye. WE OWNER/AGENT/ BUILDING OFFICIAL: DATE: a'I' DATE: ( -454 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 3/22/2018 9:34 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 Pr1RM Rdnr;_7n17 PROJECT Title: Lot 123 Barcelona A RHG Offi Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2413 Lot # 123 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 2658 Flicker Cove Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2413 22072.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1186 11029.8 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ____ ____ 132 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ____ ____ 167 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 127 ft 0 1186 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ____ ____ 928 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1661 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC IRCCV # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1485 ft2 N N 3/22/2018 9:34 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 Pr)PK I Rdr1F-7017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic'(Vented) 1st Floor 30 Blown 1485 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 f12 0 0 0.8 0 5 S Exterior' Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 8 0 9 4 74.7 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 9 - Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated 1 st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 8 8 21.3 f12 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang 4 Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 2 N 2 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 it 0 in 1 It 4 in Drapes/blinds None 3 N 2 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 4 in None None 4 E 3 Metal: Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 5 E 4 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 6 E 4 ' Metal' Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 7 S 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 8 S 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 9 S 5 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 10 W 7 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.54 0.25 N 15.0 f12 1 It 0 in 1 ft 2 in Drapes/blinds None 12 W 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 13 W 8 • Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 8 ft 0 in 1 It 4 in Drapes/blinds None 3/22/2018 9:34 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft2 64 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 EL4 Eq A ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2575.2 141.37 265.87 .3657 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF.9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 • Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 11 Attic 6 482.6 ft Attic 120.65 Prop. Leak Free 2nd Floor --- cfm 72.4 cfm 0.03 0.50 1 1 3/22/2018 9:34 AM EnergyGaugeS USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 Pr)PKA Rd0F_P()17 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin jf jj Jan Heating rXj Jan j FebfX} Feb Mar MarN jiX j Apr j j Apr j May jXj May [ Jun Jun jXj Jul j j Jul jXj AugX] j j Au[ Se Sep Oct Oct j ] Nov jX] Nov j Dec jX Dec Venting [ ] Jan Feb Mar l Apr [ May [ Jun J Jul Aug l J Se X] Oct X] Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/22/2018 9:34 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods FADDRESS: 2658 Flicker Cove Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Instal lation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Exception:, Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures. 2. , Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended -infiltration control measures. 3. Interior doors, if installed at the time of the test, shall be open. 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5. 'Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 3/22/2018 9:35 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psi (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the parry conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41'C) or below 55°F (13°C) shall be insulated to a minimum of R-3. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3/22/2018 9:35 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 Heat traps', (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of Table 6464.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar water -heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. ' R403.7 Heating and cooling equipment (Mandatory). R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 3/22/2018 9:35 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature. Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural or LP gas shall not have continuously burning pilot lights. 3/22/2018 9:35 AM EnergyGauge® USA - FlaRes2017 - FBC 5th Edition (2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (Mandatorgohe energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 3/22/2018 9:35 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 2658 Flicker Cove, Sanford, FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case9 6. Conditioned floor area (ft2 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area a. Frame - Wood, Exterior R=11.0 1521.00 ft2 Single-family b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft2 1 c. Frame - Wood, Adjacent R=11.0 205.33 f12 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1485.00 ft2 2413 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 210.00 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 64.00 ft2 12. Cooling systems kBtu/hr Efficiency 39.00 ft2 a. Central Unit 47.0 SEER:16.00 ft2 2.384 ft. 0.230 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Floor Over Other Space R=0.0 • 928.00 ftz c. other (see details) R= 299.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home Has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant loatum*. Builder Signature . Date: Address of New Home: V1; cy-p-1r `_§--x )-Q- City/FL Zip 0r_C1 kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat OF TIME STq a 0 F e r COD WE tttJ Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/22/2018 9:34 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 123 Barcelona A RHG Office - S Builder Name: One Stop Cooling and Heating Street: 2658 Flicker Cove Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attics aces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air -sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire snronkler cover nlates and walls or ceolinns- a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 3/22/2018 9:35 AM EnergyGauge® USA - FlaRes2017 FBC 61h Edition (2017) Compliant Software Page 1 of 1 wrightsoft• Project Summary Entire House One Stop Cooling and Heating 7225 Sardscove Cart. W irter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com Licerse CAU32444 Proiect Information For: Park Square Homes FL Notes: Design Information Weather: Orlando Executive AP, FL, US Job: Barcelona ARHG Office Date: 07/02/2017 By. LF/LM Plan: RHG Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 68 OF Inside db 74 OF Design TD 24 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 20697 Btuh Structure 22667 Btuh Ducts 3299 Btuh Ducts 11232 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 23996 Btuh Use manufacturer's data n Rate/swin multiplier Equipmen load 0.98 33086 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3289 Btuh Ducts 2310 Btuh Central vent (0 cfm) Btuh Heatingg Coolingg none) Area (ftz) 2505 2505 Equipment latent load 5606 Btuh Volume(ft3)' 22898 22898 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 38692 Btuh Equiv. AVF (cfm) 156 80 Req. total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6048H1 Cond 4TWR6048H1 AHRI ref 7563627 Coil TEM6A0D48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating Input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 47°F Latent cooling 11750 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual air flow 0 cfm Actual air flow 1567 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure - 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 28 OF Calculations approved byACCA to meet all requirements of Manual J 8th Ed. w riq"tsoft` 2018-Mar-22 09:14:13 w. -^ - — Right-SW99Uriversal2018 18.0.11 RSU76877 Page 1 ACCk MP PRINT\Lot 123 BarceloreA RHG Office - Snip Calc = MJ8 Hose faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.00m License: CAC032444 Job: Barcelona ARHG Office Date: 07/0212017 Byy. LF/LM Pfan: RHG 1 Room name Entire House FOY 2 3 Fposed wall Room height 296. 0 R 9.1 fl d 175 R 9. 3 ff heaV000l 4 Room dimensions 1.0 x 168.0 fl 5 Room area 2504.5 ft2 168.0 I12 Ty Construction number LI-value BtuhAF-" F) Or HTM Btih4F) Area (tt2) or penmeter (rt) Load Btuh) Area or perimeter ( R) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL-G 1213-Osw 4A5- 2om 13A- 4ocs 0. 097 055% 0.143 ne ne ne 2. 31 13. 09 3. 40 2. 89 2224 3.00 491 45 414 446 0 365 1028 589 1242 1286 1001 1093 0 0 0 0 0 0 0 0 0 0 0 0 11 4AS- 2om 4B5. 2trn 0550 0.540 ne ne 13. 09 12. 85 2224 23.69 45 4 0 0 589 51 1001 95 0 0 0 0 0 0 0 0 1213- 09w 4A5. 2om 4B5- 2(m 0.097 0- 950 0540 se se se 2. 31 13. 09 12. 85 2. 89 21. 91 21. 97 270 15 4 239 1 1 552 196 51 690 329 88 0 0 0 0 0 0 0 0 0 0 0 0 4135- 2fm 13A- 40cs 0540 0.143 se se 1285 3. 40 22. 72 3. 00 12 74 2 50 154 172 273 151 0 74 0 50 0 172 0 151 11 DO 1213- 0sw 4A5- 2om 0. 390 0. 097 0550 se sw sw 928 231 13. 09 1254 2.89 21. 91 24 491 30 24 446 3 223 1028 393 301 1286 657 24 0 0 24 0 0 223 0 0 301 0 0 4135- 2frn 13A- 4ocs 0540 0.143 sw sw 12. 85 3. 40 2332 3.00 15 414 1 395 193 1344 350 1183 0 88 0 73 0 250 0 220 4A5- 2om 4135. 2(m 1213-09m 0550 0540 OD97 sw sw nw 13. 09 12. 85 231 22.70 13. 78 2. 89 15 4 270 0 4 240 196 51 554 341 55 693 15 0 0 0 0 0 196 0 0 341 0 0 t 4A5- 2om 13A- 4ocs 4A5. 2om 0550 0.143 0. 550 r1w nw nw 13. 09 3. 40 13. 09 2224 3.00 2224 30 279 30 0 185 0 393 630 393 667 554 667 0 0 0 0 0 0 0 0 0 0 0 0 L 2 P 4A5.2omd 12C- 0sw 0S80 0.091 nw 13.80 217 27B2 1. 57 64 205 0 183 883 397 1780 288 0 0 0 0 0 0 0 0 11 DO 1613- 30ad 0. 390 0. 032 n 928 0. 76 1254 1.78 21 1489 21 1489 198 1134 267 2652 0 0 0 0 0 0 0 0 C F 19A-0bscp 0235 264 2.06 132 132 348 272 0 0 0 0 F 19C-19csw 0.049 0.40 032 166 166 67 52 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 1191 127 3567 0 168 18 491 0 6 c) AED exarson 344 51 Enoelope lossrgain 16617 18414 1332 1063 12 a) Infiltrabon b) Room ventilabon 4080 0 1633 0 246 0 98 0 13 Internal gains:' Oaupants@ 230 4 920 0 0 Appliances/other 1700 0 Subtotal (lines 6to13) 20697 22667 1577 1161 Less exterrd load 0 0 0 0 Less transfer 0 0 0 0 Redisfilwtion 0 0 1577 1161 14 Subtotal 20697 22667 0 0 15 Dud loads ' 16% 509/6 3299 11232 16% 500/6 0 0 Total mom load 23996 33899 0 0 Air required (dm) 0 1567 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8tt1 Ed. r§- wrigtitsof[- 2018- Mar-22 09.14 13 Rigft-Sute®Uriversal 2018 18.0.11 RSU16877 Page 1 MP PRINT\Lol 123 BaroeloraA RHG Office - S.rp Calc- MJ8 House faces: S f wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Cart, Winer Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License. CAC032444 Job: Barcelona ARHG Office Date: 07/0212017 BY. LF/LM Plan: RHG 1 Room name LOFT DIN 2 Exposed mall 16D 11 345 11 3 Room height 9D ff heaV000l 9.3 ft heaV000l 4 Room dimensions 1. 0 x 281.8 It 14.0 x 13.0 fi 5 Room area 281. 8 fR 182.0 fF Ty Construction U-value Or HTM Area (Its Load Area (Itr) Load number Btuh4R'F) BtuhAiz) or perimeter (fi) Btuh) or perimeter (fi) Btuh) Heat Cool Gross N/ P/S Heat Cool Gross N/P/S Heat Cool 6 V1J I-C 12B-0sw 4A5-2om 13A-4ocs 0.097 0550 0. 143 ne ne ne 2. 31 13. 09 3.40 2.89 2224 3. 00 126 15 0 ill 0 0 256 196 0 320 334 0 0 0 70 0 0 70 0 0 237 0 0 209 11 4A5- 2om 465. 2 m- 0550 0540 ne ne 13. 09 12. 85 2224 23. 69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1213- 096V 4A5. 2om 4135.2fin 0.097 0550 0540 se se se 231 13. 09 12. 85 2.89 2121 21. 97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5- 21m 13A- 4ocs 0540 0. 143 se se 12.85 3. 40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 1213- 0sw 4A5-2om 0390 0. 097 0550 se sw sw 928 231 13. 09 1254 2. 89 21. 91 0 18 0 0 18 0 0 42 0 0 52 0 0 0 0 0 0 0 0 0 0 0 0 0 485- 2fm 13A- 4ocs 0540 0. 143 sW sw 12.85 3. 40 2332 3. 00 0 0 0 0 0 0 0 0 0 121 0 121 0 411 0 362 4A5. 2om 485- 21m 1213-0s6v 0550 0S40 0.097 sw sw nw 13. 09 12. 85 231 22. 70 13. 78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5. 2om 13A- 4o s 0550 0.143 nw nw 13.09 3. 40 2224 3. 00 0 0 0 0 0 0 0 0 0 130 0 100 0 341 0 300 V I-- G 4A5-2om 0550 nw 13.09 2224 0 0 0 0 30 0 393 667 I-G PI 4A5- 2omd 12C- 0sw 0580 0. 091 nw 13. 80 217 27.82 1 S! 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L- D 11DO 1613- 30ad 0390 0. 032 n 928 0.76 1254 1. 78 0 282 0 282 0 215 0 502 0 176 0 176 0 134 0 313 C F 19A- 0bs(, 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19a= 0. 049 0.40 032 6 6 2 2 0 0 0 0 F 22A-lpm 1. 180 28.08 0.00 0 0 0 0 182 35 969 0 6 c) AED excursion 55 147 Envelope lossigain 711 1154 2485 1998 12 a) Infiltration 217 87 484 194 b) Room verltilatlon 0 0 0 0 13 Internal gains Ooypants@ 230 0 0 0 0 Appliancesbther 0 0 Subtotal ( lines 6 to 13) 928 1241 2970 2192 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 141 245 0 0 14 Subtotal 1070 1487 2970 2192 15 Dud loads 1 160/6 509/0 171 737 16%1 500/6 473 1086 Total room load I I 1240 1 2223 3443 3278Air required (dm) 0 103 0 152 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. P}4- wrtgtitsoft- 2018- Mar-22 09:14 13 AEZA' Righ-Sute®Universal 201818.0.11 RSU76877 Page MP PRINTLot 123 BarcelorsA RHG Office - S.np Calc- KU House faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coot Wirer Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg.com License- CAC032444 Job: Barcelona ARHG Office Date: 07/02/2017 By. LF/LM Plan: RHG 1 Room name GATH Krr 2 Exposed well 32.0 It 115 R 3 Room height 9.3 1t heaVcool 9.3 R heaUmol 4 Room dimensions 1.0 x 286.0 It 13.5 x 115 rt 5 Room area 286.0 tF 155.3 fF Ty Construction number U-value BtuhV-°F) Or HTM Btuh Area or perimeter r (rt) L Btuh) s or perimeter (rt) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ L--( 12B-0sw 4A5-2om _ 13A-4ocs 0.097 O-5W 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 149 0 0 119 0 0 404 0 0 356 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5-2om 4135.2frn 0550 OS40 ne ne 13.09 12.85 2224 23.69 30 0 0 0 393 0 667 0 0 0 0 0 0 0 0 0 4A5.2om 4B5-21m 0.097 0550 0540 se se se 2.31 13.09 12.85 2.89 21.91 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0TE 128-0s6v 4135-2hn 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 1213-09N 4A5-2om ,. 0390 0.097 0550 se sw sw 928 2.31 13.09 1254 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5.2fm 13A-4ocs 0540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 107 0 107 0 364 0 320 4A5.2om 4B5-2fm 1213-0s6v 0550 O.540 0.097 sw sw nw 13.09 12.85 231 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 13A-40cs 4A5-2om 05W 0.143 O.550 rry nw nw 13.09 3.40 13.09 2224 3.00 2224 0 149 0 0 85 0 0 289 0 0 254 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ I C l PI 4AS-2omd 12C-0ssv 0-%0 0.091 nw 13.80 217 27.82 157 64 0 0 0 883 0 1780 0 0 0 0 0 0 0 0 0 L-D 11 DO 0390 n 928 1254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-0bscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 286 32 899 0 155 12 323 0 6 c) AED excursion 185 67 Envelope losstgain 2868 3242 687 253 12 a) Infiltration 449 180 161 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliancesrother 0 1200 Subtotal (lines 6 to 13) 3317 3422 848 1518 Less external load ' 0 0 0 0 Less transfer 0 0 0 0 Redistribution 479 319 439 191 14 Subtotal 3796 3741 1288 1709 15 Dudloads 1 16*/61 605 1854 16% 500/6 205 847 Total room load I 1 4402 5594 1493 2556 Air required (dm) 0 259 1 0 118 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. P&- wrighlwcwrt- 2018-Mar-2209.14.13 Right-Sute®Universal 201818.0.11 RSU16877 Page 3 MP PRIN[Mot 123 BarcelonaA RHG Office - S.rp Calc -" House faces: S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Cost, Winter Park, FL 32792 Phone, (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOreStopCoolirig.com License: CAG032444 Job: Barcelona ARHG Office Date: 07/02/2017 Byy.LF/LM Pfan: RHG 1 Room name BEDiOFR WIC 2 3 Exposed wall Room height 10.0 ft 9.3 ft heaVcuol 5.0 ft 9.3 ft heat/cool 4 5 Room dimensions Room area 11.0 x 10.0 ft 110.0 fF 5.0 x 5.0 it 25.0 f12 Ty Construction number U-value BtuhW-fl Or HTM Btuh4q Area (f) or perimeter (R) Load Btuh) Area (119 or perimeter (ft) Load BNh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V11 L 12Bsw -0 4A5-2om 13A-4ocs 0.097 0S50 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 93 0 0 78 0 0 265 0 0 234 0 0 47 0 0 47 0 0 158 0 0 139 11 4A5-2om 4B5-2hn 0550 0.540 ne ne 13.09 12.85 2224 23.69 15 0 0 0 196 0 334 0 0 0 0 0 0 0 0 0 1213-09N 4A5-2om . 4135-2hn OD97 05W 0540 se se se 231 13.09 12.85 289 2191 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-21n 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0' 12B-09w 4A5-2om 0390 0.097 0550 se sw sw 928 2.31 13.09 1254 229 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-211n 13A-40cs. 0540 0.143 sw sw 12B5 3.40 2332 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4B5.21M 1213-0sw 0550 0.540 0.097 sw sw nw 13.09 12.85 231 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 13A-4ocs 4A5-2om 0550 0.143 05W nw nw nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 4A5.2omd 12C-0sw 0580 0.091 nw 1380 217 27.82 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 168-30ad 0390 0.032 n 928 0.76 1254 1.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 19A-Obs(p 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 110 10 281 0 25 5 140 0 6 c) AED excursion 8 7 Envelope lossngain 743 559 299 132 12 a) Infiltration 140 56 70 28 b) Room ventilation 0 0 0 0 13 Internal gains Oc uWts@ 230 0 0 0 0 Applianoesfother 0 0 Subtotal (lines 6 to 13) 1883 615 369 160 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 365 269 0 0 14 Subtotal ' - 1248 885 369 160 15 Dud loads 16% 50% 199 438 16% 509/6 59 79 Total room load 1448 1323 428 240 Air required (dm) . 0 61 0 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 wrightsoft- 2018-Mar-2209.14.13 Right-Sute®Universal201818.0.11 RSU16877 Page MP PRINTTLot 123 Barcelona A RHG Office - S.n) Calc - KW House faces: S wrightsoft' Right-JO Worksheet Job: Barcelona ARHG Office Entire House Date: 07/02/2017 B . LF/LM One Stop Cooling and Heating Phan: RHG 7225 Sandscove Coirt, W irwr Park, FL 32792 Phone- (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling.com License: CAC032444 1 Room name HALL STR1 2 Exposed wall 0 rt 75 ff 3 Room height 9.3 ft heaV000l 9.3 II heaV000l 4 Room dimensions 1.0 x 44D It 1.0 x 653 111 5 Room area 44.0 fF 653 fF Ty Construction number U-value Btuhff--n Or HTM BtuhAtz) Area (It) or perimeter (fl) Load Bbuh) Area (Its or perimeter (ii) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V_( 12B-09N 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5.2om 465.2trn 0SW 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1213-09w 4A5-2om 4B5-21m 0.097 0550 0540 se se se 231 13.09 12.85 2.89 21.91 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 AI35-2fm 13A-4ocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12B-0s6v 4A5-2om 0390 O.097 0S50 se sw sw 928 231 13.09 1254 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.2fm 13A-4ocs 0540 0.143 sw sw 12.85 3.40 2332 3.00 0 0 0 0 0 0 0 0 0 70 0 70 0 237 0 209 4A5-2om 4B5-2hn 1213-09w 0550 0540 0.097 sw sw nw 13.09 12.85 231 22.70 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 13A-4ots 4A5-2om 0S50 0.143 0550 rtw nw nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! L 2 PII 4A5-2omd 12C4Osw 0580 0.091 nw 13.80 217 2782 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r--D 11 DO 1613-30ad 0390 0.032 n 928 0.76 1254 1.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 44 0 0 0 65 8 211 0 6 c) AED excursion 0 11 Envelope losscgain 0 0 448 198 12 a) Infiltration 0 0 105 42 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 0 0 553 240 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 553 240 14 Subtotal 0 0 0 0 15 Dud loads' 160/6 50% 0 0 160/6 50% 0 0 Total room load 0 0 0 0 Air required (dm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. F}I- 2018-Mar-2209:14.13 Rig ht-&Re®Universal 201818.0.11 RSU16877 Pages MP PRINTUI 123 Barcelore A RHG Office - S.rtp Calc - MJ8 Hose faces: S f F wrightsoft- Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, Winter Parr FL 32792 Phone: (407) 629 - 6920 Fax. (407) 629 - 9307 Web. www.0neStopGoolirig.com Lioense: CAC032444 Job: Barcelona ARHG Office Date: 07/02/2017 Byy'.' LF/LM Ptan: RHG 1 Room name BTH1 LAUN 2 Exposed wall 6.0 It 3.0 It 3 Room height 9.3 It heaVcool 9.3 fi heaVcool 4 Room dimensions 11.5 x 6.0 It 1 D x 865 ft 5 Room area 69.0 IIF 865 IF Ty Construction number U-value BbuhIFL-F) Or HTM Area (Its or perimeter (tt) Load Btuh) Area (ft) or perimeter (11) Load Btuh) Heat Cool Gross N/PS Heat Cool Gross N/P/S Heat Cool 6 y/ t-C 12B-0sw 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 56 0 0 52 0 0 176 0 0 155 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5-2om 4B5-2fm 0550 0540 ne ne 13.09 12.85 2224 23.69 0 4 0 0 0 51 0 95 0 0 0 0 0 0 0 0 yI/-G 1213-09N 4A5.2om 4B5.2hn 0.097 0550 0540 se se se 231 13.09 12.85 289 2191 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G G 4B5-2hn 13A-flocs 0540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0yJ p 11DO 12B-0sw 4A5-2om 0.390 0.097 0-Iw se sw sw 928 2.31 13.09 1254 229 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VjJ II G 4135.21n 13A-4ocs 0540 0.143 sw sw 1285 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 28 0 24 0 81 0 72 4A5.2om 4135-2bn 1213-0sw 0.550 0.540 0.097 sw sw nw 13.09 1285 2.31 22.70 13.78 289 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 0 0 51 0 0 55 0V L-G 4A5-2om 13A-4ocs 4A5.2om 0550 0.143 0550 nw nw nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PI 4A5-2omd 12C-0sw 05W 0.091 nw 1380 2.17 2782 157 0 107 0 107 0 232 0 168 0 98 0 76 0 165 0 120 r-D 11DO 1613-30ad 0390 0.032 n 928 0.76 1254 1.78 0 0 0 0 0 0 0 0 21 0 21 0 198 0 267 0C F 19A-0b scp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 69 6 169 0 87 3 84 0 6 c) AED excursion 10 1 Envelope loss/gain 628 408 580 515 12 a) Infiltrabon 84 34 42 17 b) ' Room venblabon 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Appliancesiother 0 500 Subtotal (lines 6 to 13) 712 442 622 1031 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 847 623 14 Subtotal 712 442 1469 1655 15 Dud loads 1161/6 50% 114 219 16% 50% 234 820 Total room load I 826 660 1703 2475 Air required (dm) I 10 31 0 114 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoft- 2018-Mar-2209:14:13 A Rigll-Sute®Uriversal201818.0.11 RSU16877 Page MP PRIN%ot 123 BarcelonaA RHG Office - S.n 3 Calc= M,18 House faces, S wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone, (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wvwOneStopCooling.com License. CAC032444 Job: Barcelona A RHG Office Date: 07/02/2017 Bg LF/LM Plan: RHG 1 Room name WED MTOI 2 E)losed wall 46.0 R 35 R 3 Room height 9.0 R heaUcool 9D R heat/cool 4 Room dimensions 1 D x 320.3 R 35 x 55 R 5 Room area 320.3 IR 19.3 fF Ty Construction Load s Load number BtuhMLcq BhrhrtR) or r (R) Btuh) or r (R) B h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL-( 1213-0sw 4A5-2om 13A-4ocs 0.097 0550 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 149 30 0 119 0 0 274 393 0 342 667 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5-2om 4B5.2hn 0550 0540 ne ne 13.09 1285 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B-09N 4A5-2om 4B5-2fM OD97 0550 0540 se se se 2.31 13.09 12.85 2.89 2121 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2hn 13A-4ocs O.540 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t-D,11D0 1213-0sw 4A5-2om 0.390 0.097 0550 se sw sw 928 2.31 13.09 1254 2B9 21.91 0 117 0 0 117 0 0 270 0 0 338 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5.2fm 13A-4ocs O.540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 4B5-2fm 12B-0s.v 0550 O.540 OD97 sw sw nw 13.09 12.85 2.31 22.70 13.78 2.89 0 0 149 0 0 119 0 0 274 0 0 342 0 0 32 0 0 32 0 0 73 0 0 91VjJ Ili 4A5-2om 13A-4ocs 4A5.2om 0550 0.143 0550 nw nw nw 13.09 3.40 13.09 2224 3.00 2224 30 0 0 0 0 0 393 0 0 667 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 4A5-2omd 12C-0sw 0580 0.091 nw 13.80 2.17 27B2 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-D 11 DO 1613-30ad 0.390 0.032 n 928 0.76 1254 1.78 0 320 0 320 0 244 0 570 0 19 0 19 0 15 0 34C F 19A-0bscp 0295 264 2.06 120 120 317 247 0 0 0 0 F 19C-19csw 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED,excvrsion 150 6 Emelope loss/gain 2163 3023 87 119 12 a) Infiltration 625 250 48 19 b) Room ventilation 0 0 0 0 13 Internal gains Occupants Cl 230 2 460 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 2788 3734 135 138 Less external load 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2788 3734 135 138 15 Ductloads 1 160/6 509/6 444 1850 161/6 50% 22 68 Total room load I I 32331 5584 156 207 Air required (dm) 0 258 1 0 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t wrt g tsoPe- 2018-Mar-22 09:14:13 A-c "' " - Righ-Sute®Urrversal 2018 18.0.11 RSU16877 Page 7 MP PRINT\Lot 123 Barcelona A RHG Office - S.rtp Calc - W8 House faces: S wrightsoft' Right-J0 Worksheet Entire House One Stop Cooling and Heating 7225 Sandsoove Coin, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg.00m License: CAC032444 Job: Barcelona ARHG Office Date: 07/02/2017 Byy'.' LF/LM Pfan: RHG 1 Room name NBTH KWIC 2 Exposed wall 215 ft 8.0 It 3 Room height 9.0 It heaV000l 9.0 It heaVmol 4 Room dimensions 1.0 x 136.0 ft 10.5 x 8.0 It 5 Room area 136.0 W 84.0 11F Ty Construction number U-value BtuhTP-*n Or HTM BtuhRR) Area (It) or perimeter (It) Load Btuh) Area OF) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Y 128.0sw 4A5-2om 13A-40cs 0.097 0550 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 72 0 0 72 0 0 166 0 0 208 0 0 11 4A5-2om 485-2fm 0550 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4135-2hn OD97 0550 0540 se Se se 231 13.09 12.85 2.89 2191 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0TE 12I3-0sw 485.2f n, 13A-40cs 05Q 0.143 se se 12.85 3.40 22.72 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO ' 128-0sw 4A5-2om 0390 0.097 0550 se sw sw 928 231 13.09 1254 229 2121 0 104 15 0 89 1 0 204 196 0 255 329 0 0 0 0 0 0 0 0 0 0 0 0 485.2bn 13A-4ocs 0540 0.143 sw sw 12.85 3.40 2332 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 4135-21m 1213-0sw 05W 0540 0.097 sw sw nw 13.09 1225 2.31 22.70 13.78 2.89 0 0 90 0 0 90 0 0 208 0 0 260 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 13A-4as 4A5-2om 0550 0.143 O-9W nw nw nw 13.09 3.40 13.09 2224 3DO 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val 2 P 4A5-2omd 12C-0sw 0S80 0.091 nw 13.80 2.17 2722 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 1613-30ad 0390 0.032 n 928 0.76 1254 1.78 0 136 0 136 0 104 0 242 0 84 0 84 0 64 0 150C F 19A-0bscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 65 17 Emelope loss/gain 712 1151 230 340 12 a) Infiltrabon 292 117 109 44 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianceslother 0 0 Sublotal (lines 6 to 13) 1004 1268 339 384 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 187 317 0 0 14 Subtotal 1191 1585 339 384 15 Duct loads 1160/6 50'/, 190 786 16% 50*/..l 54 190 Total room load 1381 2371 393 574 Air required (dm) 0 110 0 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r wrightsoTt- 2018-Mar-22 09 14:13 A "':. "" Right-Sute®Uriversal201818.011 RSU16877 Page MP PRINT1Lot 123 Barcelona A RHG Office - S.rup Calc = KU House faces. S wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsowe Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wwwOnaStopCooling.com License. CAC032444 Job: Barcelona ARHG Office Date: 07/0212017 Byy. LF/LM Pfan: RHG 1 Room name BED3 2 E)Posed wall 0 ft 27.0 It 3 Room height 9.0 It heaV000l 9.0 ft heaVcool 4 Room dimensions 3.5 x 5.5 It 1.0 x 1393 ft 5 Room area 19.3 fR 139.3 T Ty Construction number U-value BtuhIF-* F) Or HTM Btuhrttz) Area (ftl) or perimeter (11) Load Btuh) Area or perimeter ( ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Grass N/P/S Heat Cool 6 VrL-( 12B- 0sw' 4A5-2om 13A- 0ocs 0. 0970S50 0.143 ne ne ne 231 13. 09 3. 40 2. 89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 126 0 0 126 0 0 291 0 0 364 0 0 11 4A5- 2om 4135. 21m 0550 0540 ne ne 13. 09 12. 85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1213- 09w 4A5- 2om 465. 21n- OD97 0550 0540 se se se 2. 31 13. 09 12. 85 2. 89 2121 2127 0 0 0 0 0 0 0 0 0 0 0 0 99 15 0 84 1 0 194 196 0 242 329 0 4135- 2frn ' _' 13A- 4ocs . 0540 0.143 se se 12. 85 3. 40 22. 72 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12B- 0sw ' 4A5. 2om 0390 0.097 0S50 se svv sw 928 231 13. 09 1254 2.89 21. 91 0 0 0 0 0 0 0 0 0 0 0 0 0 18 0 0 18 0 0 42 0 0 52 0 Vj1 G L _ G 4135- 2fm . 13A-4oc s 0540 0.143 sw sw 12. 85 3. 40 23. 32 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om •. 4135- 21M 1213- 09N 0550 0540 0. 097 sw sw nw 13. 09 12. 85 231 22.70 13. 78 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 13A- 4ocs 4A5- 2om OL50 0.143 0S50 nw nw r1w 13. 09 3. 40 13. 09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PII 4A5- 2omd 12C- 0sw 0S80 0.091 nw 13.80 217 2782 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-- D 11DO 1613-30ad 0390 0.032 n 928 0. 76 1254 1.78 0 19 0 19 0 15 0 34 0 139 0 139 0 106 0 248 C F 19A-0bscp 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 0.32 0 0 0 0 85 85 34 27 F 22A-Ipm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 32 Envelope loss/gain 15 33 863 1293 12 a) Infiltration ' . 0 0 367 147 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 1 230 Applianceslother 0 0 Subtotal (lines 6 to 13) 15 33 1230 1670 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 15 33 5 11 14 Subtotal 0 0 1235 1681 15 Dud loads 160/6 50% 0 0 16% 50% 197 833 Total room load' 0 0 1432 2514 Air required (dm) 0 0 0 116 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. r~ 2018-Mar- 2209:14:13 Righ-Suite®Universal 201818.0.11 RSU16877 Page MP PRIN7\Lot 123 BarcelonaA RHG Office - S.rup Calc - KM House faces: S wrightsdft- Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Coin, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvmOneStopCooliry.com License: CAC032444 Job: Barcelona ARHG Office Date: 07/02/2017 Byy'.' LF/LM Pfan: RHG 1 Room name BTH3 TOP 2 Erlcosed wall 5.0 n 155 R 3 Room height 9.0 R heaVcool 9.0 1t heaVcool 4 Room dimensions 55 x 55 It 6.0 x 75 ft 5 Room area 30.3 fP 45.0 fF Ty Construction U-value Or HTM Area (tip Load Area (111) Load number Btuh4R-F) BWIVfF) or perimeter (11) Bluh) or perimeter (11) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL--( 1213-0sw 4A5.2om 13A-4ocs 0.097 0550 0.143 ne ne ne 231 13.09 3.40 2.89 2224 3.00 0 0 0 0 0 0 0 0 0 0 0 0 18 0 0 18 0 0 42 0 0 52 0 0 11 4A5-2om 4B5.2bn 0550 0540 ne ne 13.09 12.85 2224 23.69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1213-0sw 4A5-2om 4135-2fm 0.097 0550 0540 se se se 231 13.09 12.85 229 2191 21.97 45 0 0 39 0 0 90 0 0 113 0 0 54 0 0 48 0 0 111 0 0 139 0 0 4135-2fm 13A-flocs 0540 0.143 se se 12.85 3.40 22.72 3.00 6 0 1 0 77 0 136 0 6 0 1 0 77 0 136 0 11 DO ' 1213-09k 4A5-2om 0390 0.097 0550 se sN sw 928 2.31 13.09 1254 2.89 21.91 0 0 0 0 0 0 0 0 0 0 0 0 0 68 0 0 68 0 0 156 0 0 195 0 485.21m 0540 0.143 sw sw 12.85 3.40 23.32 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T 13A-40cs 4A5.26m 4B5-2fm 1213-0sw 0550 0540 OA97 sw sw nw 13.09 12.85 2.31 22.70 13.78 299 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0yI L-G 4A5-2om 13A-4ots 4A5.2om 0550 0.143 0550 nw nw nw 13.09 3.40 13.09 2224 3.00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 vj I: C PI 4A5.2omd 12C-Osw O-580 0.091 nw 13.80 2.17 27B2 157 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 11D0 168-30ad 0390 0.032 n 928 0.76 1254 1.78 0 30 0 30 0 23 0 54 0 45 0 45 0 34 0 80C F 19A-0bscp 0295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 0.32 30 30 12 10 45 45 18 14 F 22A-Ipm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 47 31 Envelope lossigain 202 359 438 647 12 a) Infrltrabon 68 27 211 84 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1270 386 648 732 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 270 386 648 732 15 Dud loads 161/6 50% 43 191 161/6 509/6 1031 363 Total room load 313 578 752 1094 Air required (dm) I 1 0 27 0 51 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. f wrigtitsofR- 201 8-Mar-22 09 14:13 Right -Suite® Universal 201818.0.11RSU76877 Page10 MP PRINTLot 123 Barcelona A RHG Office - S.rup Calc - kW Horse faces, S f F wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coot. Winer Park FL 32792 Phone: (407) 629.6920 Fax, (407) 629 - 9307 Web: wwwOnoStopCooling com License: CAC032444 Job: Barcelona ARHG Office Date: 07/02/2017 By. LF/LM Plan: RHG 1 Room name STR2 BED 2 2 E)posed wall 7.0 ft 195 ft 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 13.5 x 7.0 ft 1.0 x 144.0 R 5 Room area 945 IF 144.0 1F Ty Construction number U-value Btuhw-°F) Or HTM B1uhRF) Area (fF) or penmeter (ft) Load Btuh) Area (fF) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yl 12B-Os6v 0.097 ne 231 2.89 0 0 0 0 0 0 0 0 G 4A5-2om 0550 ne 13.09 2224 0 0 0 0 0 0 0 0 13AAocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 0550 ne 13.09 2224 0 0 0 0 0 0 0 04A5-2om CGG11 4B5-2hn.' 0540 ne 12.85 23.69 0 0 0 0 0 0 0 0 vhA5-2ow 0.097 se 2. 91 0 0 0 0 72 68 150 1904A5-tom OS50 se 3.013.09 2191 0 0 0 0 0 0 0 0 4B5.21m• 0540 se 1285 21.97 0 0 0 0 4 1 51 88 4B5-21m. 0540 se 12.85 22.72 0 0 0 0 0 0 0 0 VV p 13AAo s 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 11 DO ' 12B-Osk 0.390 OD97 se sw 928 231 1254 229 0 63 0 48 0 111 0 139 0 104 0 89 0 204 0 255 4A5-2om 0-950 sw 13.09 21.91 0 0 0 0 15 1 196 329 4B5-2hn 0540 sW 12.85 23.32 15 1 193 350 0 0 0 0 13A-4ocs 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 sw 13.09 22.70 0 0 0 0 0 0 0 0 4B5-2hn 0.540 sw 12.85 13.78 0 0 0 0 0 0 0 0 12B-Osw 0.097 rtw 231 2.89 0 0 0 0 0 0 0 0 4A5.2om O-5W nw 13.09 2224 0 0 0 0 0 0 0 0 Val 13A-4ocs 0.143 rrw 3.40 3.00 0 0 0 0 0 0 0 0 I--G 4A5-2om 0550 nw 13.09 2224 0 0 0 0 0 0 0 0 Ili 4A5.2omd 0580 nw 13.80 2782 0 0 0 0 0 0 0 0 P 12C-Osw OD91 217 157 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 95 95 72 168 144 144 110 256 F 19A-Obscp 0295 264 2.06 0 0 0 0 12 12 32 25 F 19C-19c= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-torn 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 105 14 Envelope lossigain 376 761 750 1163 12 a) Infiltration 95 38 265 106 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6to 13) 471 799 1015 1499 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 471 799 152 259 14 Subtotal 0 0 1168 1758 15 Duct loads 16% 509/. 0 0 16% 50% 186 871 Total room load 0 0 1354 2629 Air required (dm) 0 0 0 121 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rwtgFrlsof'[' 2018-Mar-2209.14.13 c ""-' ""-- Right-SUte®Universal 2018 18.0.11 RSU16877 Page 11 MP PRINT1Lot 123 Barcelona RHG Office - S.rp Calc- MJ8 House faces: S Duct System Summaryy Job: Barcelona ARHG Office wrightsoft• Date: 07/02/2017 Entire House By. LF/LM One Stop Cooling and Heating Plan: RHG 7225 Sandscove Cart. W ir4er Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com License: CAC032444 For: Park Square Homes FL External static pressure Pressure losses Available static -pressure Supply / return available pressure Lowest friction rate - Actual air flow - Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 0 cfm 314 Supply Branch Detail Table Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.253 / 0.087 in H2O 0.108 in/100ft 1567 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mati Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2629 0 121 0.151 7.0 Ox0 VIFx 27.3 140.0 st5 BEDiOFFI c 1323 0 61 0.133 6.0 Ox 0 VIFx 40.6 150.0 st3 BED3 c 2514 0 116 0.143 6.0 Ox 0 MFx 32.1 145.0 st5 BTH1 c 660 0 31 0.130 4.0 Ox 0 VIFx 44.6 150.0 st3 BTH3 c 578 0 27 0.153 4.0 Ox 0 VIFx 25.0 140.0 st5 DIN c 3278 0 152 0.108 7.0 Ox 0 VIFx 63.6 170.0 st4 GATH c 2797 0 129 0.108 7.0 Ox 0 VIFx 63.1 170.0 st4 GAR - A C 2797 0 129 0.114 7.0 Ox 0 M Fx 57.6 165.0 st4 KIT c 2556 0 118 0.109 7.0 Ox 0 VIFx 62.6 170.0 st4 LAUN c 2475 0 114 0.137 6.0 Ox 0 VIFx 40.1 145.0 st3 LOFT c 2223 0 103 0.206 6.0 Ox 0 VIFx 17.5 105.0 st2 MBED- A c 5584 0 258 0.161 9.0 Ox 0 MFx 32.1 125.0 st6 MBTH c 2371 0 110 0.164 6.0 Ox 0 VI Fx 29.6 125.0 st6 MTOI c 207 0 10 0.177 4.0 Ox 0 M Fx 28.0 115.0 st6 MW IC c 574 0 27 0.162 4.0 Ox 0 VI Fx 31.4 125.0 st6 TO13 c 1094 0 51 0.152 4.0 Ox 0 VI Fx 26.5 140.0 st5 WIC c 240 0 11 0.128 4.0 Ox 0 M Fx 46.8 150.0 st3 wrightsoft" 2018-Mar-22 09:14:14 Righl- Su1e®Uriversal2018 18.0.11 RSU16877 Page 1 0K 9 MP PRINTV-ot 123 BarceloreA RHG Office • S.np Calc= MJ8 Horse faces S Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc ipm) Diam in) H x W in) Duct Material Trunk st1 PeakAVF 0 745 0.108 697 14.0 0 x 0 VinIFIX st4 PeakAVF 0 528 0.108 672 12.0 0 x 0 VinIFIX st3 st3 PeakAVF 0 745 0.108 697 14.0 0 x 0 VInIFIX st1 st5 PeakAVF 0 315 0.143 577 10.0 0 x 0 VinIFIX st2 st6 PeakAVF 0 404 0.161 514 12.0 0 x 0 VInIFIX st2 st2 PeakAVF 0 821 0.143 768 14.0 0 x 0 VinIFIX Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) - cfm) ft) FIR fpm) in) in) Opening (in) Mal Trunk rb1 Ox 0 . 0 1450 80.6 0.108 665 20.0 Ox 0 VIFx rb2 NO - 0 116 38.6 0.226 435 7.0 Ox 0 VI Fx Z wrightsoft` 2018-Mar-2209:14:14 1 . .. Righ-Sute®Uriversal2018 18.0.11 RSU76877 Page 2 MP PRINTLoI 123 Barcelore A RHG Office - S.nQ (',alc = M.18 House faces' SACCA ,.. 9 Static Pressure and Friction Rate Job: Barcelona ARHG Office wrightsoft• Date: 07/02/2017 Entire House By. LF/wl One Stop Cooling and Heating Plan: RHG 7225 Sardscove Coot W ueer Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoofirg.com Licerse: CAC032444 For: Park Square Homes FL Available Static Pressure Heating Cooling in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• Supply Return ft) ft) Measured length of run -out 12 6 Measured length of trunk 52 0 Equivalent length of fittings 170 75 Total length 234 81 Total effective length 314 Heating Cooling in/100ft) (in/100ft) Supply Ducts 0.108 OK 0.108 OK Return Ducts 0.108 OK 0.108 OK Fitting Equivalent LengthDetails Supply 4X--35, 11 A=20, 11 Gam, 11 G=5, 11 A=20, 11 J=15, 11 J=15,11 G=5,1 A=35, 11 G--5,11 G=5, 11 G=5: Total EL=170 Return 6M=20, 6A3=40, 5E1=10,11 G=5: Total EL=75 rk wrightsof - 2018-Mar-2209.14,14 I- ,W. .wu. ..,_ Right-Sute®Un8versal201818.0.11 RSU16877 Page 1 MP PRIfVT\Lot 123 Barcelore A RHG Office - S.rtQ Calc = M,18 House faces: S Level 1 DIN 10X8 122 dm \ T7„ FBB3 j 10X10.2 103 dm 122dm 7" I GTH 10X8 KIT STR1 FBB2 FOY s° 10X6 127 dm EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — Thermostat 18/8 O SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box lob #: Barcelona A RHG Office Performed by LF/LM for: Park Square Homes DV LAUN FBB1 / Sup Riser 14" 12" 4" 7" 1OX10.2 103 dm 90 OFFICE SX4 11 dm 10x10 Y. 9„ Db 10x10 WIC 4" HALL CTIT 35 dm 8X4 E — EF1 VTR GARAGE One Stop Cooling and Heating 7225 Sandsoove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.00m Scale: 1 : 97 Page 1 Right -Suite® Unlwersal 2017 17.023 RSU 16202 2017-Sep-0615*46:14 i Zone Damper 1 - 14- Zone Damper 2 - W Bypass Damper - 12" Level 2 EF1 VrR MBED 12X12.1 259 dm 8X4 MT01 4" SRB2 9" 10 dm EF V R 4 8X4 10 10X6 16x16 — 27dm 127 dm MWIC MBTH 14 IS- 16x16 12' / 1211 STR2 6 10x LRB1 10X839 9••10x10 10.. BED2 ckr 14' 20 Sup Riser 14" \ 6! EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — Thermostat 18/8 OT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job #: Barcelona A RHG Office Performed by LF/LM for: Park Square Homes 4 4" " EF1 VTR BTH 8) 4 208X4 44 dm T013 14" I112" 10 X6 10X10 105 dm 1462 dm 30X18 BED3 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale: 1 : 97 Page 2 Right -Suite® Universal 2017 17.023 RSU16202 2017-Sep-0615:46:16 a O U Q ct O U w ce rb le Jw Ktl.Vtcv k Vr i DESCRIPTION AS FURNISHED: Lot 123, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LAKE MAR Y B 0 ULE VARD R/W VARIES N 89042'17" E 0 40.00' 5.00, — O N ti O O W a LOT 124 P.C. A 128.96' SETBACKS AS FURNISHED FRONT a 25'(•) REAR = 20' SIDE 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' do 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW LOT GRADING TYPE A d OQO PROPOSED F.F. PER PLANS - 30.1' Q 70' UTILm, BUFFER, WALL do LANDSCAPE EASEMENT 30.87' 30.87' LOT 123 3.0'x4.0' AC 14.0' 16.0' 4 L'LANAI 16.0' 0 PROPOSED RESIDENCE 2392—BARCELONA—A 2 CAR GARAGE RIGHT COV'O. V 5.00, LV O 5.00, N Fo is - k(o ?J10 ZONIN 0A-T'E $I l8 Ok to construct single family home with setbacks and impervious area shown on plan. y113• 3'110 \-,,P 2392 C c c\ -A , Cr-R 5.00' E 1' 5 F 5.00 WA C DRIVE 25.191 . . . . r5.20' 10' UTIL ESMT 5' WALK S 8904310" W 40.00' h_LICIf R ROAD 50' PRIVATE ROAD) LOT 122 PLOT PLAN AREA CALCULATIONS LOT AREA 4,843 FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET DRIVE 4031 110— 513 t SQUARE FEET WALKS 691 200= 269 f SQUARE FEET SOD 2,5021 130 - 2,632 f SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM CRUSETNMEYLTR-SCOTT & ASSOC, INC• - PLOT PLAN ONLY NOT A SURVEY FLATWORK FOUNDATION/PAD 1.641f SQUARE FEET REAR PATIO 117 f SQUARE FEET FRONT PORCH DECK 99 t SQUARE FEET POOL DECK N/A f SQUARE FEET LANS PROVIDED BY CLIENT • NOT FIELD VERIFIED LAND PSI UR VEYORS LEGEND - IN LINK LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT POL POINT ON LINE NOTES: FIP. FIELDIRON PIPE TY. PAL TYPICALPONTOF REVERSE CURVATUREPOINT 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF lit• IRON ROD PLG PONT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 31-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STAKES CA CONCRETE MONUMENT RAD. NIL RADIAL NONIRADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID. SET IR. RE4 12' IF../OLD 4596 RECOVERED V!. VITNESS POINT J. DUS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS PAI POINT DF BEGDNING CALL. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. PAC. DINT m' CmNHffJRCEMEN7OC Rll PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN -LOCATED UNLESS OTHERWISE SHOWN. t CO'N FF. FINISHED FLOOR ELEVATID7 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENRIY. wD NAIL L O13K BSLBA WILDING SETBACK LINE BENCHMARK 0. DIMENSIONS ^HOWN FOR P.TE LOCATION OF WPROVEMENIS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY EWES. R/VESMT. RIGHT-OF-VAY EASEMENT 11 BASE REARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (BB-) DRAIN. DRAINAGE A ETSYATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. UTILITY I FENCE 9. CER11FR ATE OF AUTHORIZATION NM 459& CLfC. • CHA VD.FC. • VOOD FENCE C/B • CONCRETE BLOCK P.C. POINT [IF CURVATURE P.T. POINT OF TANGENCY 1)ESC. DESCRIPTION R RADIUS L • ARC LENGTH p • DELTA C • CHORD CB. - CHORD BARING NORTH CERTIFIED BY: it. STOUSENMR.LS. 4 14 JAM SCOTT, .S / 4801 SCALE M- I' - 20 --1 1 DRAWN BY: ••• I AW: Z51- o PLOT PLAN 03-15-2018 OE No. 1509-18 THIS BUILDING\PROPERTY DOES NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' ZONE -(' MAP / 12117CO090 F (09-28-07) r RECORD COPY Filename: PARK SQ BARCELONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2392 2 1 Lighting Summary Standard 6,037 6,037 Optional 11,676 6,037 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers Dryer No. No? Nameplate Line Neutral J\I-DiNC SANFORD115000 0 FpAR 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 8 _ 1 c Sv Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 27 240 1 6,480 0 Heat/Cool Summary Standard 14,640 0 Optional 14,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WATER HEATER 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number = 0 Name M? Ph No 'Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summaz+y Standard ©illy 1,620 0 SUMMARY Standard -; Line Neutral Total Total = 46,657 16,267 Maximum Amperage = 194 68 ` Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 37,422 16,267 Maximum Amperage = 156 68 Service Voltage = 240 Service Phase = 1 jk M1I MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Lot/Block: 123 Address: 2658 FLICKER COVE City: SANFORD MiTek USA, Inc. 66904 Parke East Blvd. Project Name: P2392ACT Model: BARCELONAar 2FL6,4-11 Subdivision: WYNDHAM PRESERVE 40' State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 72 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. So. I Seal# Truss Name I Date INo. I Seal# Truss Name Date 1 IT13452380 JA1 3/9/18 112 IT13452391 JC3 3/9/18 12 IT13452381 IA2 13/9/18 113 I T13452392 I C4 13/9/18 13 IT13452382 IA4 13/9/18 114 IT13452393IC5 13/9/18 14 IT13452383IA5 13/9/18 115 IT13452394IC6 13/9/18 15 IT13452384IA6 13/9/18 116 IT13452395IC7 13/9/18 16 IT13452385 I B1 13/9/18 117 I T13452396 I C8 13/9/18 17 IT13452386 I B2 13/9/18 118 I T13452397 ICJ 13/9/18 18 IT13452387IB3 13/9/18 119 IT134523981CJ1 13/9/18 19 IT13452388 I B4 13/9/18 120 I T13452399 I CJ3 13/9/18 110 IT13452389IC1 13/9/18 121 IT13452400ICJ3A 13/9/18 I11 IT13452390IC2 13/9/18 122 IT13452401 ICJ3T 13/9/18 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ING a The truss drawin s)GiePeA9' above have been prepared by MiTek USA, Inc. under m upervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. gyp J. O'/'i'- No 58126 ' 9'• STATE OF ' 1JJ: V Philip J. O'Repan PE NoS6126 Mffd USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa.FL 33610 Date: March 9,2018 ORegan, Philip 1 of 2 RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELONA 2392 - AC / TRAY Lot/Block: 123 Subdivision: WYNDHAM PRESERVE 40' Address: 2658 FLICKER COVE City: SANFORD State: FLORIDA No. I Seal# ITruss Name I Date No. I Seal# I Truss Name Date13/9/1823IT13452402JCJ53/9/18 166 IT13452445 JKJ2 124 IT13452403 I CJST 13/9/18 167 IT13452446 I KJ3 1319/18 • I 125 IT13452404 I D1 13/9/18 168 IT13452447 I KJ5 13/9/18 I 126 IT13452405 I D1T 13/9/18 169 IT13452448 I KJ7 13/9/18 I 127 IT13452406 I D2 13/9/18 I70 IT13452449 I KJ7T 13/9/18 I 128 IT13452407 ID2T 13/9/18 171 IT13452450IM1 13/9/18 I 129 I T13452408 I D3 13/9/18 172 I T13452451 I M2 13/9/18 I I30 IT13452409 I D3T 13/9/18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 131 IT13452410 I D4 13/9/18 132 IT13452411 I D5 13/9/18 133 IT13452412 I E1 13/9/18 134 IT13452413 I F1 13/9/18 135 IT13452414 I F2 13/9/18 136 IT13452415 I F3 13/9/18 137 IT13452416 I F4 13/9/18 138 IT13452417 I F5 13/9/18 139 IT13452418 I F5A 13/9/18 I40 IT13452419 I F6G 13/9/18 141 IT13452420 I F7G 13/9/18 142 IT13452421 I F8 13/9/18 143 IT13452422 I F8A 13/9/18 144 IT13452423 I F9 13/9/18 145 IT13452424 I F9A 13/9/18 146 ' I T13452425 I F 10 13/9/18 147 IT13452426 I F11 13/9/18 148 IT13452427 I F11G 13/9/18 149 IT13452428 I F12 13/9/18 I50 IT13452429 I FT1 13/9/18 151 IT13452430 I FT2 13/9/18 152 IT13452431 I FT3 13/9/18 153 IT13452432 I FT4 13/9/18 154 IT13452433 I FT5 13/9/18 155 IT13452434 I G1 13/9/18 156 IT13452435 I G2 13/9/18 157 IT13452436 I G3 13/9/18 158 IT13452437 I G4 13/9/18 159 IT13452438 I H1 13/9/18 I60 IT13452439 I H2 13/9/18 161 IT13452440 I J2 13/9/18 162 IT13452441 I J3 13/9/18 163 IT13452442 I J5 13/9/18 164 IT13452443 I J7 13/9/18 165 IT13452444 I PT 13/9/18 2 of 2 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452380 P2392ACT Al HIP 1 Job Reference (ontionall Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:22 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUe00bX 4O-LXh1 9zdOmOzzcgbp 4t3 33 160 1-33 25-0-5 30921-04- 9-13 -3-34-344 THISTRUSSISNOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x8 = 4x5 = Scale = 1: 50. 9 4x10 = 3x8 II 7x6 = 4x5 = 3x8 = 7x6 = 2x4 II 4xI0 = 4Q_11 9- 0- 13 1-0-0 1fa10-0 j 21-1-3 25.4-5 30-2-0 4-9-11 43- 3 43-3 3b-0 4-3.3 4J-3 4-9-11 LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.23 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.46 12-13 >792 180 BCLL 0.0 Rep Stress Ina NO WB 0.63 Horz(CT) 013 8 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 398 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS 'Except' 10-13: 2x6 SP No.1 WEBS 2x4 SP No. 3 REACTIONS. (lb/size) 1= 6305/0-3-8, 8=6011/Mechanical Max Horz 1=137( LC 7) Max Uplift 1=1760( LC 8), 8=1695(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max Comp./ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=- 11838/3391, 2-3=9838/2913, 34=7860/2387, 4-5=7140/2203, 5-6=-7969/2413, 6-7=-10128/2961, 7-8=12088/3443 BOT CHORD 1-14= 2985/10568, 13-14=2985/10568, 12-13=2474/8723, 11-12=-1954/7033, 10-11=2517/8978, 9-10=-3031/10793, 8-9=3031/10793 WEBS 2-14=373/ 1607, 2-13=2070/572, 3-13=692/2475, 3-12=2573/793, 4-12=-933/3087, 4-111=139/367, 5-11=-990/3329, 6-11=2801/819, 6-10=724/2729, 7-10=2031/576, 7-9=375/1568 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. This item has been 2) All loads are considered equally applied to all plies, except d noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Sealed by ORegan, Philip, PE 3) Unbalanced roof Ilveloadshavebeenconsideredforthisdesign. 4) Wind: ASCE 7- 10: Vdtt=140mph.(3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft. L=30ft, eave=aft; Cat. using a Digital Signature. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 5) Provide adequate drainage to prevent water ponding. document are not Considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 7) ' This truss hasbeendesignedforaliveloadof20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Signature must be Verified will fit between thebottomchordandanyothermembers. 8) Refer to girder( s)'for truss to truss connections. On any electronic copies. 9) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) Philip J. O'Regan PE No.58126 1=1760, 8=1695. h11Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 C'' MuflRiRA. -RaA 3aslgn persmafan and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,111.7473 ray. 1OM312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall Dal' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required forstabilityendtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from, Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelone-A or C_TRAY T13452380 P2392ACT Al HIP 1 Job Referenceot' e Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 19,51:22 Z018 Page 2 ID:IUEL2vgrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUe00bX_OLXh9zdOmOzzcgbp NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0-4-0. 624 lb down and 174 lb up at 24-0, 624 lb down and 174 lb up at 4- -0, 624 lb down and 174 lb up at 64-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10- -0, 616 lb down and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 lb down and 221 lb up at 15-10-0, 616 lb down and 209 lb up at 17-10-0. 619 lb down and 210 lb up at 19-10-0. 616 lb down and 180 Ito up at 20-7-4, 616 lb down and 180 lb up at 22-7-4, 616 lb down and ISO lb up at 24-7-4, and 616 lb down and 180 lb up at 26-7-4. and 616 lb down and 182 lb up at 28-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-5=60, 5-8=60, 1-8=-20 Concentrated Loads (lb) Vert: 19=640(F) 20=624(F) 21=624(F) 22=624(F) 23=619(F) 24=619(F) 25=616(F) 26=611(F) 27=611(F) 28=-616(F) 29=-619(F) 30=-616(F) 31=-616(F) 32=616(F) 33=616(F) 34=616(F) Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7e73rev, 10,V3120/5 BEFORE USE. ' Design valid for use only withMrekm connectors. This design is based only upon parameters shown, and Is for an individual building component, not e truss system. Before use. the building designer must verity me applicability of design parameters antl property Incorporate this tlesign into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Crlterla, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C_TRAY T13452381 P2392ACT A2 HIP 1 1 o eee o t'o a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 M Tek Industries, Inc. Fn Mar 9 10:51:22 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUe0SwX3ILZ09zdOmOzzcgbp 634 12-0-0 18-2-0 23-10.12 30.2-0 31-2 O 8-3.4 5-8-12 6-2-0 5-8-12 6-34 1-0-01 Scale = 1:52.2 5x5 = 3 21 22 23 5x5 = 4 12 11 "' "' 9 8 3x4 = 1x4 II 3x4 = 3x4 = 3x8 = 1x4 II 3x4 = LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 12-15 999 240 TCDL 100 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.11 12-15 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 3-9 REACTIONS. (lb/size) 1=587/Mechanical, 9=1575/0-3-8. 6=312/0-3-8 Max Horz 1=132(1_C 10) Max Uplift 1=143(LC 12), 9=365(LC 12), 6=109(1_C 12) Max Grav 1=615(LC 21), 9=1575(LC 1), 6=369(LC 22) FORCES. (lb) -Mai. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-956/312, 2-3=424/198, 3-4=0/407, 4-5=-78/539, 5-6=271/136 BOT CHORD 1-12=194/827, 11-12=194/827, 9-11=0/317 WEBS 2-12=0/251, 2-11=588/261, 3-11=89/461, 3-9=912/314, 4-9=550/243, 5-9=-586/260, 5-8=0/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;-Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=30ft, eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 12-0-0, Exterior(2) 12-D-0 to 22-53, Interior(1) 22-5-3 to 31-2-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate.drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord Itve load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=143, 9=365, 6=109. - This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 9,2018 0 WARNING . Verily daslgn pammefws end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated ,s to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevem collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avallable front Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelona-A or C TRAY T13452382 P2392ACT A4 HIP 1 1 Job Reference o Co a Mid -Florida Lumber, Bartow, FL. 6.13U s Sep 15 2U1 / MI I ek Industries, Inc. Fri Mar 9 1u:5123 zulb rage 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-PZ5T8osl8p6Z34_hAdBW1 sze_wNg4xWICHmJYPzcgbo 5 9-0 11 0-0 1511-0 1 19 2-0 24-0 -0, -12 30-2-0 31-2 5-9-0 5-2-12 4-1-0 4-1-0 5.2-12 5-9-0 1-0-0i Scale = 1 51.2 4x4 = 3x4 = 4x4 = 3 21 4 225 12 11 '- 10 e 3x4 1x4 II 5x8 = 3x8 = 1x4 II 3x4 = 5-94 5-2-12 4-1-0 3-4-rJ 0-0 5-2-12 5-94 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.09 10-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.18 10-11 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=616/Mechanical, 10=1595/0-3-8, 7=262/0-3-8 Max Horz 1=122(1_C 10) Max Uplift 1=1151(1_C 12), 10=367(1_C 12), 7=99(1_C 12) Max Grav 1=641(LC 21), 10=1595(LC 1), 7=317(LC 22) PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. -Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1039/351, 2-3=543/234, 3-4=-411/257, 4-5=-30/471, 5-6=98/572 BOT CHORD 1-12=234/892, 11-12=234/892 WEBS 2-11=546/255, 510=-475/195, 6-10=-547/254, 4-11=-161/570, 4-10=884/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=30ft; eave=oft, Cat. II, Exp B; End., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) G-0-0 to 3-D-3, Interior(1) 3-0-3 to 11-0-0, Exterior(2) 11-0-0 to 23-5-3. Interior(1) 23-5-3 to 31-2-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60 . 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (A=lb) 1=151. 10=367. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 kliTrak USA, Ina. FL Cod 6634 6304 Parke East Blvd. Tampa FL 33610 Data: March 9,2018 Q WARNING - VeHty design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall i•YY building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-e9 and SCSI Building Component 69a4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lae Street, Suite 312, Nexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Perk Sq/Barcelona-A or C TRAY T13452383 P2392ACT AS HIP 1 1 Job Referenceo to a Mid-Flonda Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:24 2018 Page 1 ID:IGEL2vgrkv4uEJUYC2i FzkFng-tmfrLklNv7EQgEZukKiIZ3 Wp?KeKpSrRQx%A4rccgbn i 4-9-0 l li-0-0 15-1-0 21-2-0 25-4-72 I 30-2-0 31-2-0I 4-9-4 4-2-12 6.1-0 4-2-12 4-9-4 Scale a 1:51.1 3x8 = 4x4 = 3x8 = 4x4 = 3 20 21 4 22 23 5 12 11 10 9 3x8 = 5x5 = 3x8 = 3x8 = I$ 940-0 15-1-0 18-10-0 21-2-0 30-2-0 9-0-0 6-1-0 3-9-0 2-0-0 i 9-M Plate Offsets (X Yl— 1170-B-0 0-0-141 1770.8-00-0-141 111 0-2-8 0-3-01 LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.50 BC 0.82 WB 0.53 Matrix - MS DEFL. Vert( LL) Vert( CT) Horz( CT) in 0. 16 0. 37 0. 07 loc) 9- 18 9- 18 7 Udefl 868 369 n/ a Ud 240 180 n/ a PLATES GRIP MT20 244/190 Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=1072/Mechanical, 7=1049/0-3-8. 10=353/0-3-8 Max Harz 1=101(LC 10) Max Uplift 1=254(1_C 12), 7=277(1_C 12), 10=86(1_C 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1983/7l 1, 2-3=1683/595, 3-4=1461/580, 4-5=1250/505, 5-6=1452/514, 6- 7=1765/634 BOT CHORD 1-12=564/1751, 11-12=-413/1573, 10-11= 413/1573, 9-10=-413/1573, 7-9=505/1562 WEBS 2-,12=344/226, 3-12=-105/479, 4-112=264/76, 4-9=502/175, 5-9=-65/407, 6- 9=-364/233 Structural wood sheathing directly applied or 3-10-0 oc puriins. Rigid ceiling directly applied or 8-4-9 oc bracing. NOTES- 11) Unbalanced roof live loads have been considered for this design' 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. 11: Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 3-0-3 to 9-0-0, Exterior(2) 9-0-0 to 25. 6-11, Interior(1) 25-6-11 to 31-2-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottoin chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss'to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except Qt=lb) 1= 254,7=277. This Item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regen PE No.58126 hiiTak USA, Inc. FL Cart 6634 GSU Parke East Blvd. Tampa FL 3361D Date: March 9,2018 WARNING - VeNfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrekm connectors This design is based only upon parameters shown. and Is for an individual building component, not - a trams system Before use. the bullding designer must verify the applicability of design parameters and property incorporate this design Into the overall o building design. Bracing indicated is to prevent buckling of individual truss web endlor chord members only. Additional temporary and permanent bracing M iTek' Isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erQdion'and bracing of trusses and truss systems, see ANSVTP11 Ouallty Criteria, DSB 9 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexandris. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SgBarcelona-A or C TRAY T13452384 P2392ACT A6 HIP 1 1 Job Reference (optional) Mid-Flonda Lumber; Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:26 2018 Page 1 I D.I ti Ej_2vgrkv4u EJ UYC 2j FzkF n g-g8mcmQveR kV8wYi Gsll De U b 5x8Q PH G6ku F_9kzcgbl I - 0 7I 4- 0-0 I I -02 F 0-2-06213937-0 -0, 19 2-12 31- 2-0, Scale m 1: 52.4 4x8 = 1 5x4 II 4x8 = 1.5x4 II 4x8 = 76 -- --is — 14 -- t3 -- 12 3x4 = 3x4 = 6x8 = 5x5 = 6x8 = 3x4 = 3x4 = 7-0-0 4ii-0 3.7-0 3-7-0 0 -04-572 7-M Plate Offsets (X Yl— 14: )-5-4 0-2-01 18.0-5-4 0-2-01 114 0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.05 16-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0 12 16-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 003 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins. BOT CHORD 2x4 SP No.1D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=107610-3-8, 13=2996/0-3-8, 10=364/0-3-8 Max Horz 2= 82(LC 7) Max Uplift 2= 326(LC 8), 13=880(LC 8), 10=117(LC 8) Max Grav 2= 1086(LC 17), 13=2996(LC 1). 10=382(LC 18) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=1920/562, 3-4=1711/512, 4-5=11911397. 5-6=1191/397. 6-7=272/1116, 7-8=272/1116, 9-10=389/107 BOT CHORD 2-16= 435/1694, 15 16=361/1513, 14-15=68/282, 13-14=-68/282, 10-12=-31/335 WEBS 3-16=273/ 109, 4-16=-73/641, 4-15=426/112, 5-15=-490/251. 6-15=384/1293, 6-13=1914/558, 7-13=512/258, 8-13=1537/439, 8-12=75/644, 9.12=-279/118 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft, eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by ORegan, Philip, PE 2=326,13=880.10=117. - 7) Hanger(s) or other connection device(s) -shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at using a Digital Signature. 7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12. 97 lb down Printed copies of this and 106 lb up at 15-1-0. 97 lb down and 106 lb up at 17-1-4, 97 lb down and 106 lb up at 19-1-4. and 97 lb down and 106 lb up at document are not considered 21-1-4, and 189 lb down and 206 lb up at 23-2-0 on top chord, and 327 lb down and 97 lb up at 7-0-0. 66 lb down at 9-0-12, 66 lb red and sealed and the signed g down at11-0-12, 66 lb down at 13-0.12, 66 lb dowri at 15-1-0, 66 lb down at 17-1-4. 66 lb down at 19-1-0and 66 lb down at be 21-1-4, and 327lbdownand97lbupat23-1-4 on bottom chord. The design/selection of such connection device(s) is the signature must verified responsibility of others. on any electronic Copies. 8) In the LOAD CASE( Sj section, loads applied to the face of the truss are noted as front (F) or back (B). Philip J. O'Regan PE No.56126 MiTsk USA, Inc. FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Date: Uniform Loads (plf) March 9, 2018 Vert; 1-4=60, 4-8=60, 8-11=60, 17-20=20 c'ala ffile-Rad gas/ gnparameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 1010=015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design ,s based only upon parameters shown, and is for an individual building component. not • a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabnca ion. storage, delivery, erection end bradng of trusses and truss systems, see ANSUTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information evailabla from Truss Plate Institute. 218 N Lee Street. Suda 312. Alexandre. VA 22314. Tampa, FL 36610 Job Truss Truss Type aty Ply Park Sq/Barcelona-A or C TRAY T13452384 P2392ACT A6 HIP 1 1 o Reference o to e Mid -Florida Lumber. Bartow, FL . 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.51:26 2018 Page 2 ID:ItiEL2vgrkv4uEJUYC2tFzkFng-g8mcmaveRkV8wYIGsIIDeUb5x8a PHG6kuF_9kzcgbl LOAD CASE(S) Standard Concentrated Loads (lb) Vert. 4=142(F) 8=142(F) 16=327(1`) 14=41(F) 6=97(F) 12=-327(F) 23=97(1`) 24=97(F) 25=97(F) 26=97(F) 27=97(1`) 28=-97(F) 29=41(F) 30=41(F) 31=41(F) 32=-41(F) 33=41(F) 34=-41(F) Q WARNING - V dly design pararrefna and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. laM3/2015 BEFORE USE. Design valid for use only with MiTeM connector. This design is based only upon parameters shown. and is for an individual building component, not a Inns system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall M• building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required fol,stabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Informatlon:available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C_TRAY T13452385 P2392ACT B1 SPECIAL 1 o Reference (optional) Mid-Flonda Lumber. . Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51,27 2018 Page 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-ILK zmvGB2d7XiHSPTGSBi8DOYhFOiqu7vkXhAzcgbk 1-0-0 4-0-11 5-Cr15 &2-13 12-1-0 1 -7 14-5-4 tf>11-4 19.2-0 21-B-0 24-4-0 1-0.0 4-4-11 1-2-0 2-7.15 3-10.3 1-9-12 2-6-0 2.3-0 2b-0 2-7-12 Scale = 1:47.3 i, 1.5x4 = 1 5x4 I I 5 1.5x4 II 3x4 = le 10 11 le IJ i• iJ 12 20 II 8x10 = 2x4 II ax6 = 2x4 II 2x4 II 8x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.42 16-17 >697 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(CT) 0.80 16-17 >361 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight. 314 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, 6-11: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. 12-18 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 6-18 2x4 SP No.2 REACTIONS. (lb/size) • 12=1607/0-4-0, 2=1448/0-8-0 Max Horz 2=187(LC 12) Max Uplift 12=79(LC 12), 2=176(LC 12) Max Grav 12=1972(LC 2), 2=1518(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2898/684, 34=2631/654, 6-7=11590/2868, 7-0=11590/2868, 8-9=8962/1904, 9-10=4075/751, 10-11=-4075/751, 11-12=1680/305 BOT CHORD 2-19=778/2579, 18-19=778/2579, 17-18=3038/11202, 16-17=3126/11496, 15-16=1904/8962, 14-15=1904/8962, 13-14=-1904/8962, 12-13=55/303 WEBS 6-17=617/223, 7-16=586/168, 8-15=-1028/309, 9-14=329/1286, 6-16=335/401, 8-16=1033/2814, 11-13=746/4039; 9-13=526811235, 4-18=940/3539, 6-18=9284/2467, 3-18=339/130, 4-6=3471/1012 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft, Cat. If. Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 11-11-4. Extenor(2) 12-1-0 to 15-1-0 zone:C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=176. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiT9k USA, Inc. FL Ced 6634 69U Parke East Blvd. Tampa FL 33619 Date: March 9,2018 WARRIIiC oPrry JbSig pi ihi(.g P,P'r Ehlf xt9f lbr H S AND INCLUDED MITEK REFERENCE PAGE Mll-7473 r v. IW&2015 BEFORE USE QRVl M6di pfb RA66 with mrrake connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building tlesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSBd! and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sct/Barcelona-A or C_TRAY T13452385 P2392ACT B1 SPECIAL 1 o Reference (optional Mid-Florida Lumber, ''Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=60, 6-11=90, 2-12=-20 Concentrated Loads (lb) Vert: 25=706 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,51 27 2018 Page 2 ID ItIEL2vgrkv4uEJUYC2jFzkFng-ILK_zmvGB2d7XiHSPTGSBi8DOYhF01qu7vkXhAzcgbk Q WARNING - Verily design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rov 1010312015 BEFORE USE. Design valid for use only with MfTek® connectors This design is based only upon parameters shown, end is for an individual building component. not • a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTek' is always required for stabilltyl hd to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery. traction ondbraung of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSBa9 and BCS1 Building Component 69D4 Parke East Blvd. rnSafetyInforatIon available !tam Truss Plate Institute. 218 H Lee Street, Suite 312. Alexandria, VA 2231e. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelone-A or C TRAY T13452386 P2392ACT B2 SPECIAL 1 b Reference(optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 M7ek Industnes, Inc. Fri Mar 9 10:51 28 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-mXuMB6wuyMls9rsfzAnhjvgN6x2 Hl90 1 LZT4Ddzcgbj u 1 5.9-4 11-0-0 12-7.8 + 14-11-12 17-5-12 19-2.4 21 -4 I 24 5-9-4 52.12 1-7.8 2-0 2 i-0 1-8 2.6-0 2-7-12 5x8 = 3x4 11 Scale = 1,42 8 Us= 12 2x4 II 4x6 5xl0 = 4x4 II 5x8 = 2x4 II 2x4 II 8x8 = 3x4 II i 5.9-0 1 11-0-0 72-7-8 14-it-12 17-5-12 9122475.9-0 5.2-12 1-7-8 2-0-0 2 i-0 1-0-8 2.6-0 2-7-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 CSI. DEFL. in (loc) 1/dell Ud TC 0.94 Vert(LL) 0.45 16-17 650 360 BC 0.69 Vert(CT) 0.87 16-17 334 240 WB 0.98 Horz(CT) 0.06 12 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP N0.2 'Except' 12-19: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3 *Except* 5-17,4-18,6-18 2x4 SP No.2 REACTIONS. (lb/size) 12=1597/0-4-0, 2=1456/0-8-0 Max Horz 2=324(LC 12) Max Uplift 12=100(LC 12), 2=166(LC 12) ' Max Grav •12=1993(LC 17), 2=1549(LC 17) FORCES- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3046/702, 3-4=2350/542, 6-17=-437/191, 6-7=1147412937. 7-8=11474/2937, B-9=-898612008. 9-10=-4121/818. 10-11=-4121/818, 11-12=1684/329 BOT CHORD. 2-20=982/2813, 18-20=982/2813, 17-18=3332/11833, 16-17=3590/12573, 15-16=2008/8986. 14-15=2008/8986, 13-14=-2008/8986, 12-13=58/301 WEBS 3-20=36/380, 3-18=7471283. 4-18=2042/7526, 4-6=-6957/2050, 6.18=11674/3135• 7-16=353/44, 8-15=1006/318, 9-14=-356/1336, 6-16=1271/699, 8-16=994/2665, 1.1-13=814/4091. 9-13=5211 / 1275 PLATES GRIP MT20 244/190 Weight: 301 lb FT = 20% Structural wood sheathing directly applied or 1-11-14 oc puffins• except end verticals. Rigid ceiling directly applied or 9-10-1 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows 2x4 - 1 row at 0-9-0 oc, Except member 18-6 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies• except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 12-5-12, Interior(l) 12-5-12 to 24-2-4 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (J1=1b) 2=166. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 69D4 Pafka East Blvd. Tampa FL 3361D Date: March 9,2018 u p(1ut t'''[[r1{'I r ffrd''j,, ``pp pp yy Zgoat n ramoron and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. C TielfQn`o2a b{tl1e nfflyt M'TekaD wnneaors This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall •YY building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and broang of trusses and truss systems, am ANSVTPit Quality Criteria, DSB-0! and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 213 N. Lee Street. Suite 312. Mexandris• VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452386 P2392ACT B2 SPECIAL 1 Job Reference lootionall Mid -Florida Lumber, . Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Undone Loads (ptf) Vert: 1-4=60, 4-5=60, 6-11=90, 2-12=20 Concentrated Loads (lb) Vert, 6=706 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10,51:28 2018 Page 2 ID'IUEj_2vgrkv4uEJUYC2jFzkFng-mXuMB6wuyMls9rsfzAnhjvgN6x2H19ol LZT4Ddzcgbj WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. f0M312015 BEFORE USE. Design valid for use only with Mrrelcm connectors. This design is based only upon paremeters shown, and is for on individual building component, not • a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Ndicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing I V IIsalwaysrequiredforstablldy, and to prevent conapse with possible personal Injury and property damage. For general guidance regarding the piTek' fabrication, storage, deliybrjL erection and bracing of trusses and truss systems, a" ANSI/TPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexanons. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452387 P2392ACT B3 SPECIAL 1 Job Reference o fo a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Mar 9 10:51:29 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-EjSkORxVVjMn?RrXulwG7 DYjLMbUdZBaDDem3zcgbi 1-0-0 4-9-4 9-" 12-7 8 - _ , 14:11-12 17-5-12 1 19-2-4 21-8 4 24-0-0 1-0-0 4-2-12 3-7-8 2 2'i-0 1-8.8 2-6-0 2-7-12 Scale = 1.43.3 9) 4x8 = 24 1.5x4 II 25 5 3x4 = . 2x4 II 8x10 = 4x4 II 5x8 = 2x4 II 2x4 II 8x8 = 3x4 4-q-0 9-0-0 1 12-7A 14-11-12 171- 2 1 19-2-0 1 21 $-4 24-0 4 9-0 4 2 12 3-7-8 24-0 2 i-0 1-a-B 21s0 2 7 12 17F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 042 16-17 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) 0.80 16-17 >361 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight. 295 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins, BOT CHORD 2x6 SP DSS 'Except' except end verticals. 2- 18: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 6- 18: 2x4 SP No.2 REACTIONS. ( lb/size) 12=1597/0-4-0, 2=1456/0-8-0 Max Horz 2=263(LC 12) Max Uplift 12=90(LC 9), 2=178(LC 12) Max Grav 12=1981(LC 17), 2=1547(LC 17) FORCES. ( lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2988/757, 3-4=2716/703, 6-17=-507/205, 6-7=11386/2822, 7-8=11386/2822, 8- 9=-8918/1931, 9-10=4095/788, 10-11=-4095/788, 11-12=1674/318 BOT CHORD 2-19=963/2751, 18-19=963/2751, 17-18=3207/11635, 16-17=3415/12316, 15- 16=1931/8918, 14-15=1931/8918, 13-14=-1931/8918, 12-13=56/299 WEBS 3-18=3541158, 4-18=-870/3322, 4-6=3259/992, 6-18=9508/2471, 9-14=341/1325, B 15=1007/308, 7-16=342138. 6-16=1173/634, 8-16=955/2643, 11-13=784/4065, 9-,13=5165/1224 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Boftom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7- 10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Inlenor( 1) 12-5 12 to 24-2-4 zone;C-C for members end forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=178. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 690/ Parke East Blvd. Tempe FL 3300 Date: March 9,2018 C 7R. ``pp ZY esl rsmorers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Mll-7473 rev. IOM312015 BEFORE USE. ndSC OtAyVMRAMT.=nnec1ors, Thisdesignisbasedontyuponparametersshown, and is for an individual building component, not a truss system Before use, the building designer must verify the appllcabilay of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of mdMdual truss web and/or chord members any. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Infornation available from Truss Plate Institute, 210 N. Lee Street, Suite 312. Alexandre, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C TRAY T13452387 P2392ACT B3 SPECIAL 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert, 1-4=60, 4-5=60, 6-11=90, 2-12=20 Concentrated Loads (lb) Vert: 6=706 is isu s sep i b zuT I mi i eK inausines. Inc. t-n mar a tu:bt:za zu to rage z ID:IbEj_2vgrkv4uEJUYC2jFzkFng-EjSkORxWjftjn?RrXulwG7 DYjLMbUdZBeDDem3zcgbl Q WARNING - Varlty design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MO.7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with Mrrek® connectors This design is based only upon parameters shown. and Is for an Individual building component, not• truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-0e and SCSI Building Component 6604 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452388 P2392ACT B4 SPECIAL 1 JJob Reference (optional Mid-Florida Lumber, 'Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10 51.30 2018 Page 1 ID.IUEL2vgrkv4u EJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBlvzcgbh 372818 I :411-412 I 127112_i 119-24 12 224-102. 212 2- 11Scale = 1: 43. 3 4x8 = 4x6 = 2x4 II 4 25 5 26 6 4x6 3x4 = - • . 2. 4 I I 3x4 = 4x4 I I 5x8 = 2x4 I I 2x4 I I 6x9 = 3x4 I I 7x10 = s_r 1111111' ZCEr r2 r LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.00 TC 0.92 TCDL 10.0 Lumber DOL 1 00 BC 0.83 BCLL 0.0 Rep Stress Inca NO WB 0.77 BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except* 7-12: 2x4 SP No.1 BOT CHORD 2x6 SP DSS *Except* 2-20: 2x6 SP No.2 WEBS 2x4 SP No.3'Except* 6-18,7- 19,7-17,9-17,12-14,10-14: 2x4 SP No.2 REACTIONS. (lb/size): 13=2529/0-4-0, 2=2354/0-8-0 Max Horz 2= 202(LC 8) Max Llpl1ft•13=- 341(LC 5), 2=-446(LC 8) Max Grav 13= 3512(LC 2), 2=2376(LC 2) DEFL. in floc) I/deft Ud Vert(LL) -042 17-18 >687 240 Vert(CT) -0.82 17-18 >355 180 Horz(CT) 0.07 13 n/a n/a PLATES GRIP MT20 244/ 190 Weight: 448 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max:. Comp./ Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 4910/871; 3-4=4708/875, 4-5=5375/945, 5-6=337/33, 7-18=161/317, 7-8=-18798/2775, 8-9=18798/2775, 9-10=14658/1864, 10-11=6849/755, 11-12=6849/755, 12-13=-2685/299 BOTCHORD 2-22=921/ 4371,21-22=921/4371,19-21=-863/4198,18-19=3139/18876, 17-18=3316/19968, 16-17=1864/14658, 15-16=1864/14658, 14-15=1864/14658, 13-14=49/464 . WEBS 3-21=283/ 69, 4-21=71/502, 4-19=232/1843, 5-19=770/4820, 5-7=7118/1291, 7-19=14443/2278, 7-17=-2256/579, 9-16=15031309, 9-17=976/4758. 10-15=321/2328, 12-14=756/6838, 10-14=- 8364/1188 NOTES. 1) 3-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows:'2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuh= 140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp B, Encl., GCpi=0. 18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been' designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=341, 2=446. 17 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No. 58126 Mali: USA, Ina. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 C,&WXRAIR - AAry aeafgn panmafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rw. 1010312015 BEFORE USE. Design valid for use only with 107ekm connectors. This design is based only upon parameters shown, and Is for an individual building component, not g a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall VA • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MST@k- is always required for stability andtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage. delivery,' erection and bracing of trusses and truss systems, a" ANSUTPIt Quality Criteria, DSBJ! and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Sulfa 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452388 P2392ACT B4 SPECIAL 1 J ob Reference(ontionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:30 2018 Page 2 I D:IliEL2vgrkv4uEJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBl Vzcgbh NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, and 97 lb down and 106 lb up at 9-0-12, and 97 lb down and 106 lb up at 11-0-12 on top Chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12. 66 lb down at 11-0-12, 344 lb down at 14-9-12, 344 lb down at 16-9-12, 344 Ito down at 18-9-12, 344 lb down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-2-4, and 1136 lb down and 201 lb up at 12-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-4=60, 4.6=60, 7-12=75, 2-13=20 Concentrated Loads (lb) Vert 4=142(13) 7=-460 13=89(121) 20=-41(B) 21=-327(B) 17=-79(B) 25=97(13) 26=97(B) 29=-41(B) 30=1021(F) 31=-79(B) 32=79(13) 33=79(13) 34=-79(B) Q WARNING - Vcrffy daslgn penunafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev. 10/03/2015 BEFORE USE. wall' Design valid for use only with MrekO connectors. Thu design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must veritythe applicability of design parameters antl properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability mil to prevent W0apse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instaute, 218 N Lee Street, Suite 312, Neuridna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452389 P2392ACT C1 COMMON 1 1 o eeeceo'oall Mid -Florida Lumber, Barlow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,51 31 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-A6aVp7ymF H7OOJbEeI KOLY11194myiiTl Xikgxzcgbg 5-9-4 11-0-0 16-2-12 22-0-0 123-0-0 1-0-0 5-9.4 5.2-12 5-2-12 5-9-4 1.041 31 Scale c 1.39.3 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip COL 1.25 TC 0.37 TCDL 10.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-8-0, 6=940/0-8-0 Max Horz 2=115(LC 11) Max Uplift 2=181(LC 12), 6=181(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1525/468,:3-4=1367/470, 4-5=1367/470, 5-6=1525/468 BOT CHORD. 2-10=326/1328, 8-10=151/876, 6-8=-344/1328 WEBS 4-8=-157/526, 5-8=340/203, 4-10=157/526, 3-10=340/203 DEFL. in (loc) Well L/d Vert(LL) -0.07 10-13 >999 240 Vert(CT) -0.18 10-13 >999 180 Horz(CT) 004 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purfins. BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. NOTES- . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=oft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0• Intenor(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 14-0-0 zone,C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=181.6=181. la This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regen PE No.58126 MiTek USA, Inc. FL Cer16634 69D4 Parke East Blvd. Tempe FL 3361D Data: March 9,2018 A WARNING - Verify design parametors and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,111.7473 rev. f M312015 BEFORE USE. i!p Design valid for use only with MiTek® connector. This design is based only upon parameters shown, and is for an individual building component, not e a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems. see ANSUTP11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452390 P2392ACT C2 HIP 1 1 Job Reference(optional) Mid-Flonda Lumber, ' Bartow, FL. 8.130 s Sep 15 2017 Mi7ek Industries, Inc Fri Mar 9 10.51:32 2018 Page 1 I D.ItiEj_2vgrkv4uEJUYC2jFzkFng-el7tOTzOOaF HeTAOCOsdulrAGZOehAGdGBRIMOzcgbl 1-0-0 4-9-4 9-0-0 13-0.0 17-2-12 22-0-0 23-M 1-0-0 4-9-4 4-2-12 4-0-0 4-2-12 4-9-0 Scale = 139 1 4x4 = 4x8 = 3x4 = 4x4 = . . 3x8 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.48 Vert(LL) 0.16 9-17 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.34 9-17 781 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-8-0, 7=940/0-8-0 Max Horz 2=96(LC 11) Max Uplift 2=181(LC 12), 7=181(LC 12) PLATES GRIP MT20 244/190 Weight 108 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or B-8-15 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1547/578, 3-4=1237/462, 4-5=1054/459, 5-6=1237/462, 6-7=1547/578 BOT CHORD 2-11=-446/1364, 9-11=255/1054, 7-9=453/1364 WEBS 3-11=3601226, 4-11=74/339, 5-9=67/339, 6-9=361/226 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140rtiph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 13-0-0, Interior(1j 17-4-11 to 23-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181. 7=181. la This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 hliTek USA, Inc. FL Cut 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03,7015 BEFORE USE. Design valid for use only with MlTekm connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system Before use. the buliding designer must verify the applicability of design parameters and property incorporate this design into the overall Oullding design. Bracing indicated is to prevent buckling of individual trues web and/or chord members only. Additional temporary and permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generel guidance regarding the isbnutron, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforrnation avallable from Truss Plata Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SgBarcelona-A or C TRAY T13452391 P2392ACT C3 HIP 1 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:33 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-7UhFEp_1 nuNBGdlcmjNsQzOMlyjhQa7mVrBrvgzcgbe 7-0-0 I 11.0.0 I 15.0-D 18-2-12 22-0-0 23-0-0 32-12 4-" 4-0-0 12-12 3-9-4 1-" Scale = 1.39.1 i, 3x5 = 4x4 = 3x8 = 4x4 = 3x8 = 4x4 = 1x4 II 3x8 = 3x5 = q 7-0-0 11-0-0 7-0-0 4-0-0 15-0-0 4-0-0 22-MI 7.0-0 Plate Offsets (X Y>— 12'0-0-4 Edael I&G-0-4 Edoel LOADING (psi) SPACING- 2-0-0 cSl. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.12 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 081 Vert(CT) -0.24 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1616/0-8-0, 8=1616/0-8-0 Max Horz 2=77(1_C 6) Max Uplift 2=416(LC 8), 8=-416(LC 8) FORCES. (lb) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3' 3074r796, 3-4=2873/763, 4-5=2564/708, 5-6=2564/708, 6-7=2873/763, 7-8=30741796 - BOT CHORD 2-13=651/2720,-11-13=689/2898, 10-11=689/2898, 8-10=651/2720 WEBS 3-13=274r78, 4-13=152/876, 5-13=503/152. 5-10=503/152, 6.10=152/876, 7-10=274178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft: L=24ft, eave=oft. Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and2=416. 8=416. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at sealed by ORegan, Philip, PE 7-0-0, 97 lb down and 106 lb up at 9-0-12. 97 lb down and 106 lb up at 11-0-0, and 97 lb down and 106 lb up at 12-11-4, and 189 using a Digital Signature. Ib down and 204 Ib up at 15-0-0 on top chord, and 327 lbdown and 97 lb up at 7-0-0, 66 Ib down at 9-0-12. 66 Ib down at 11-0-0, Printed copies of this and 66 Ib down at 12-11-4, and 327 Ib down and 97 Ib up at 14-11-4 on bottom chord. The design/selection of such connection document are not considered device( s) is the responsibility of others. signed and sealed and the 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Philip J. O'Regan PE No.58126 Uniform Loads (plf) , MiTek USA, Inc. FL Cert 6634 Vert: 1-4=60, 4-6=60, 6-9=60, 14-17=20 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (lb) Date: Vert. 4=142(F) 6=142(F) 13=327(F) 11=-41(F) 5=97(F) 10=327(F) 21=97(F) 22=97(F) 24=-41(F) 25=-41(F) March 9,2018 AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERENCE PAGE 110•7473 rev. 10/0112015 BEFORE USE. Design valid for use only with MrrektD connectors. This design is based only upon parameters shown. and Is for an individual building component. not • a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability mind To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexendna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelone-A or C TRAY T13452392 P2392ACT C,il' HIP 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-bhFdR97fYCV?tmKpKRu5zAwOyM5g9vrwkVWPRGzcgbd 1-0-0 3.10-12 730 11-0-0 14-9-0 16bb 79-6-0 22-0-0 310-12 - 3-4-4 - 3-9-0 3-9-0 3-M THIS TRUSS IS NOT SYMMETRIC PROPER ORIENTATION IS ESSENTIAL. 4x8 = 1.5x4 II 4 20 5 21 5x8 MT18HS = Scale = 1:37.9 Ia 4x4 = 2x4 II - 3x4 = 7x8 = 6x6 = 8x8 = 3x8 II 5x14 3-10-12 L 11-M 14-9-0 16•S-8 19-Q-0 22-0-0 110 12 3t-0 3-9-0 3 9-0 1 9.8 2 5-B I Plate Offsets (X Y)- r2b0-24.Edoe1 f4,0-5-12 0-2-01 f6 0-5-B 0-2-41 f700-1-0 0-2-41 f9 0-2-15 0-3-4j 111:0-3-8.0-4-121 f 13:0-4-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.17 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.34 11 >775 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 277 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. WEBS 2x4 SP No.3 *Except* 4-14,5-13,6-12,7-11 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 9=7852/0-4-0.2=2829/0-4-0 Max•Horz 2=78(LC 7) Max Uplift 9=2102(1_C 8), 2=775(1_C 8) FORCES. (lb) -Max. /Max. Ten. -All forces 250 (lb) or less except when shown. Comp TOP CHORD 2-3=-5822/1545, 3-4=-5655/1541, 4-5=7080/1962, 5-6=7080/1962, 6-7=9793/2701, 7-8=714154/3875,8-9=15433/4176 BOT CHORD 2-15=1339/5181, 14-15=1339/5181, 13-14=1279/5035, 12-13=2374/8988, 11=12=3394/12644, 10-11=3701/13784, 9-10=3701/13784 WEBS 3-14=325r11, 4-14=64/343, 4-132-803/2907, 6-13=2707/949, 6-12=1647/6014, 7-1 2=-6664/18 56, 7-11=1976/7224, B-1 1 = 1329/357, 8-10=261/1127 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. This Item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and2) All loads are considered equally applied to all plies, except 9 noted as front (F) or back (B) face in the LOAD CASE(S) section. Pry to sealed by ORegan, Philip, PEplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 4) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. Printed Copies Of this lit; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 5) Provide adequate drainage to prevent water ponding. Signed and sealed and the6) All plates are MT20 plates unless otherwise indicated. be7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must Verified 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide on any electronic copies. will fit between the bottom chord and any other members. Philip J.0'Regan PE No.58126 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. FL Cart 6634 9=2102, 2=775. 69U4 Parke East Blvd. Tempe FL 33610 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1715 lb up at Data: 16-6-8, 1187 lb down and 307 lb up at 16-114, and 636 lb down and 176 lb up at 18-11-4, and 1047 lb down and 274 lb up at March 9,2018 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. RRIRr"P6ily"Satl r p ramarers and READ NOTES ON - AND INCLUDED MITEK REFERENCE PAGE hill-7477 -. 1N022015 BEFORE USE. Design valid for use only with MrrakdO connectors. This design is based only upon parameters shown, and Is for on individual bullding component. not • a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall builtlmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllfty and to prevent collapse wah possible personal injury and property damage For general guidance regarding the fabrication• storage• delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-119 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY T13452392 P2392ACT C4 HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. LOAD CASE(S)' Standard 1) Dead + Roof Live (balanced)`Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 4-6=60, 6-9=60, 2-9=-20 Concentrated Loads (Ib) Vert: 11=5991(B) 10=-636(B) 17=-1047(B) 22=1187(B) b.rtu s bep 1b zu1l hill IeK industries, Inc. rn mar a tu:bt.av zufo rage z I D:IGEL2vgrkv4uEJUYC2jFzkFng-bhFdR9?tYCV/tmKpKRu57AwOyM5g9vrwkVwPRGzcgbd Q WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 101=015 BEFORE USE. e Design valid for use only with MrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not C• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall -•YYi Wiling design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanerit bracing MiTek' is always required for stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the fabrication, storage, del very. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452393 P2392ACT CS HIP 1 1 o Reference (optional Mid-Flonda Lumber, 'i Bartow, FL., 8'130 s Sep 15 2017 MiTek Industries. Inc. rn Mar 9 10 !)1 35 20113 Page 1 I D:IUEj_2vgrkv4uEJUYC2jFzkFng-3tp?fVOHJVdsVwu?t8PKWOThbmSOuW63y9gyzjzcgbc 1-0-0 6-0.0 11-0-0 16-0-0 22-0-0 23-M 6-0.0 5-0-0 - 54-0 - - 6-0.0 r 1-0-0 r Scale = 1:39 1 4x8 = 1x4 II 3 19 4 20 4x8 = 3x4 - _ 1x4 II 3x4 = 3x8 = 1x4 11 3x4 - 6-0-0 11-M 16-0.0 22-" 6-0-0 5-0-0 5.0-0 I 6-041 Plate Offsets (X Y1f- 13:0-5-4.0-2-01 f5 t}5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 0.48 TCDL 10.0 Lumber DOL 1 25 BC 0.53 BCLL 0.0 Rep Stress Inc, YES WB 0.17 BCDL 10.0 Code FBC2017rTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=940/0-3-8, 6=940/0-3-8 Max Horz 2=67(LC 11) Mai Uplift 2=252(LC 12), 6=252(1_C 12) DEFL. in floc) I/dell L/d PLATES GRIP Vert(LL) -0.06 9 >999 240 MT20 244/190 Vert(CT) -0.13 11-14 >999 180 Horz(CT) 0.04 6 n/a n/a Weight: 99 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. FORCES. (lb) -Max: Comp./Max. Ten. -All forces 250'(Ib) or less except when shown. TOP CHORD 2-3=-1527/526, 34=1616/614, 4-5 =1616/614, 5-6 =1527/529 BOT CHORD 2-11=368/1301, 9-11=367/1308, 8-9=378/1308, 6-8=378/1301 WEBS 3-9=-140/455, 4-9=327/169, 5-9=141/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10,, Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0. Exterior(2) 6-0-0 to 2D-2-15. Interior(1)•20-2-15 to 23-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=252.6=252. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 QWARMNG - verity doslgn paramst. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev. 100103/20/5 BEFORE USE. Design valid for use only with MfTekm connectors This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardmg the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insthuta. 21 a N Lao Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452394 P2392ACT C6 HIP 1 1 Job Reference o t'o a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51 ,36 2018 Page 1 I D:IUEj_2vgrkv4uEJUYC2jFzkFng-X3NOsrOv4plj74TBRswZ2b7rLAjTdt5CBpPW9zcgbb 5-0-0 9-0-9 12-11-7 i 17-0-0 i 22-M _,23-M 1-0-0 'S-0-O _ 4-0-9 3-10.13 4-0-9 5-0-0 1-0-0 Scale = 1,39.1 4x8 = 3x4 = 4x8 = f- 3 4 18 19 5 20 6 4x4 = 2x4 II 4xB = 6x6 = 3x5 = 2x4 II 5J111 9-0-9 12-11-7 17-0-0 22-0-0 5-0-0 4-0-9 310.13 4-0-9 5-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 Except' 7-11: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1371/0-3-8, 7=1569/0-3-8 Max Horz'2=58(LC 7) Max Uplift 2=398(1-C 8). 7=-476(LC 8) CSI. DEFL. in floc) I/deft L/d TC 0.54 Vert(LL) 0 16 10-12 999 240 BC 0.86 Vert(CT) 0.31 10-12 848 180 WB 0.57 Horz(CT) 0.06 7 n/a n/a Matrix -MS Us = PLATES GRIP MT20 244/190 Weight: 121 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing FORCES. (Ib) - Max.-Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2590/712, 3-4=3500/1049, 4-5=-3500/1049, 5-6=3785/1136, 6-7=3051/891 BOT CHORD 2-13=575/2266, 12-13=573/2274. 10-12=1051/3785, 9-10=720/2702. 7-9=714/2677 WEBS 3-12=,-478/1507, 5-12=371/224, 6.10=397/1339, 6-9=101/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=oft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurreni with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=398, 7=476. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 77 lb up at 13-0-12, and 51 lb down and 77 lb up at 14-3-4 on top chord, and 577 lb down and 197 lb up at 11-0-12, 36 lb down at 13-0-12, and 36 lb down at 14-3-4, and 329 lb down and 145 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-6=60, 6-8=60, 2-7=-20 Concentrated Loads (lb) Vert 5=51(F) 10=-26(F) 20=51(F) 21=577(F) 22=26(F) 23=-329(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Cart 6634 63U Parke East Blvd. Tempe FL 33610 Date: March 9,2018 WARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 ray. 1010&2015 BEFORE USE. Design valid for use ony with Mrek& connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building daslgner must verify the appllcablllty of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for staDillry and to prevent coAapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6804 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Perk Sq/Barcelona-A or C_TRAY T13452395 P2392ACT C7 HIP 1 1 Job Referenceor I Mid-Flonda Lumber; Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10.51.37 2018 Page 1 ID ItiEL2vgrkv4uEJUYC2jFzkFng-7Gxm4B1Xr7takE2N7ZRobpY1EZ64MONMOT932bzcgba 1-0-0 4-9-4 9-0-0 13-M 16-5-0 4-9-4 4-2-12 4-M -- 3-5-0 Scale c 1:31.3 Md 4x4 = 4x8 = 14 7 4x4 = . 3xE = 3x4 = 1.5x4 I 9-0-0 13-0-0 16-5-0 9-0-0 4-0-0 3-5-0 Plate Offsets (X Y)— 15.0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.47 Vert(LL) -0.14 9-12 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Verl(CT) -0.29 9-12 >676 180 BCLL 00 Rep Stress Incr YES WB 0.19 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or B-10-8 oc bracing. REACTIONS. (lb/size) 2=713/0-3-8.7=649/Mechanical Max Horz 2=121(LC 12) Max Uplift 2=190(LC 12), 7=162(LC 12) FORCES. (lb) -'Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD • 2-3=-1052/424, 3-4=740/305, 4-5=602/317, 5-6=-479/227, 6-7=-609/292 BOT CHORD 2-9---440/922, 8-9=153/382 WEBS ,3,9=-363/232,5-9=125/362, 5-8=288/143, 6-8=197/496 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=O 18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0. Exterior(2) 9-0-0 to 13-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has'been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) electronically signed and2=190,7=162. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.ORegan PE No.56126 MiTek USA, Inc. FL Cart 6634 6901 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Nil" building design. Bracing indicated Is to prevent buckling of individual trust web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSBJ! and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lae Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Bercelona-A or C TRAY T13452396 P2392ACT C8 COMMON 4 1 o ell(optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:37 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-7Gxm4B 1 Xr7takE2N7ZRobpY3dZ6jMJoMQT932bzcgba 1-0-0 5-94 I 11-0.0 16.5 0 5-9-4 ' 5-2-12 - — 5-5-0 5x6 = 3x4 = 6 3x4 = 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 00 Rep Stress Incr YES WB 0.61 BCDL 10.0 Code FBC2017rrP12014 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -011 6-7 >999 240 Vert( CT) -0.20 6-7 >988 180 Horz( CT) 0.02 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No 3 BOT CHORD REACTIONS. ( lb/size) 2=713/0-3-8, 6=649/Mechanical Max Horz 2=121(LC 12) Max Uplift 2=190(LC 12), 6=162(1_C 12) FORCES. `( Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD : 2-3=-1019/321,3-4=797/282 BOT CHORD ' 2-7=-331/883, 6-7=138/426 WEBS ' 3-7=-359/209, 4-7=116/540, 4-6=562/180 _ Scale = 1 36 4 PLATES GRIP MT20 244/190 Weight: 83 Ib FT = 20% Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0.0, Exterior(2) 11-0-0 to 14- 0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1C.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= 190, 6=162. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING • Vorfry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II-7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and rs for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall q buildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fyriTek• isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job . . Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY T13452397 P2392ACT CJ JACK 4 1 Job Reference t' al Mid -Florida Lumber, Bartow, FL. B.isu s sep 1b zuv mtleK inousmes. Inc. r-n mar to 1u:ol:ae zuio rage 1 I D.ItiEL2vgrkv4uEJUYC2jFzkFng-TSVBH W29cQ7RMOdaZGy 1705HfzbA5vZVe7uca2zcgbZ 1 12 0-11-4 1.5x4 II 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 999 180 BCLL 00 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matnx-MR LUMBER- BRACING - Scale = 1:13.8 PLATES GRIP MT20 244/190 Weight 7 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=160/0-4-0, 3=24/Mechanical• 4=1/Mechanical Max Horz 5=69(LC 12) Max Uplift 5=25(LC 8), 3=-24(LC 1), 4=-45(LC 12) Max Grav 5=160(LC 1), 3=1O(LC 10), 4=31(LC 10) FORCES. (lb) - Max. Coinp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1 60 plate grip•DOL=1.60 2) This truss has,been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will nit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 3, 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 hliTsk USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required far stabjlhy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSITfP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Dty Ply Perk SgBercelona-A or C TRAY T13452398 P2392ACT CJ1, JACK 22 1 Job Referenceotoa Mid -Florida Lumber, Bartow, FL. 1 tf.13u s bep 1 b zu1 t mi I eK industries, Inc. t-n mar 9 1u.o1.a9 zuld rage 1 ID ItIEj_2vgrkv4uEJUYC2jFzkFng-xe3WUs3nNk71 YCm6_UGgEdTzNyWgMpftneA6UzcgbY 1-0-0 1-0-0 1-0-0 1-0-0 2x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP LUMBER- BRACING - Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-3-8, 4=0/Mechanical Max Horz 2=42(LC 12) Max Uplift 3=3(LC 9), 2=73(LC 12) Max Grav 3=11(LC 17), 2=130(LC 1), 4=12(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces S MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been'designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ` 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. i This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 li USA, Inc, FL Curt 6634 6904 Parke East Blvd. Tempi FL 33610 Date: March 9,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with MrraM connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse whh possible personal Injury and property damage. For general guidance regarding the fabrication• storage• delivery, erection and bracing o1 trusses and truss systems. a" ANSVTPI1 Quality Crnaria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lea Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelone-A or C TRAY T13452399 P2392ACT CJ3 JACK 13 1 b Reference (optional) Mid -Florida Lumber; Bartow, FL. 1 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-xe3WUs3nNk71_YCm6 UGgEdTcNxVgMpftneA6UzcgbY 1 o-0 3-0.0 1-0-0 3-041 Scale. 1"=l' 2x4 = 3-0-0i 3-0-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 008 Vert(CT) 0.01 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017r7P12014 Matrix -MP Weight, 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=71/Mechanical, 2=188/0-3-8, 4=36/Mechanical Max Horz 2=74(LC 12) Max Uplift 3=34(LC 12). 2=66(1-C 12) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=oft, Cal. II; Exp B; Encl., GCpi=O 18: MWFRS.(directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 2-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MTek USA, Inc. FL Cert 6634 63U Parke East Blvd. Tampa FL 33611) Date: March 9,2018 WARNING - Vedly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 rev. 10/03=15 BEFORE USE. Design valid for use onlywllh MTTek® connectors. This design is based onlyupon parameters shown, end Is for an Individual bullding component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is ahvaysrequiredforstebllltyandtopreventwaapsewithpossiblepersonalinjuryandpmperydamage. For general guidance regarding the fs lineation. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information svallable from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Temps, FL 36610 Job Truss Truss Type Qty Ply Park SgBarcelona-A or C TRAY T13452400 P2392ACT ' CJ3A JACK 1 1 ob ee o fo all Mid -Florida Lumber, Barlow, FL. 2x4 = LOADING (psf) SPACING- 2-D-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 10.0 Lumber DOL 1.25 BC 010 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1 =1 18/Mechanical. 2=76/Mechanical, 3=42/Mechanical Max Horz 1=49(LC 12) Max Uplift 1=15(1-C 12), 2=38(LC 12), 3=3(LC 12) Max Grav 1=118(LC 1), 2=76(LC 1), 3=54(LC 3) FORCES: • (Ib) - Max Comp./Max. Ten.: All forces 250 (lb) or less except when shown 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10 51:40 2918 Page 1 ID:ItiEy2vgrkv4uEJUYC2j FzkFng-PrcuiC3Q82G9bhnygh?VDRAeAnHQZp3o6Q N)ewzcgbX Scale. 1 "=1' 3 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.01 3-6 >999 240 MT20 244/190 Vert(CT) -0.01 3-6 >999 180 Horz(CT) -0.00 2 n/a n/a Weight 10 lb FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ' 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=2511; B=45ft, L=24111, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 hliTek USA, Inc. FL Cart 6634 GSU Parke East Blvd Tampa FL 33610 Date: March 9,2018 Q WARNING - Verily design panm t and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010"015 BEFORE USE. Design valid forum only with MITekm connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required -for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabnratlon, storage. delivery. erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Ma"ndna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park S yBarcelona-A or C_TRAY T13452401 P2392ACT CJ3T SPECIAL 4 1 o Reference (optional Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 ZU17 MiTek Industries, Inc. Fn Mar 9 lU 51 41 ZU1t1 Page 1 1-0-0 2-1-12 0.1-12 0-M 2x4 = 4 Scale: 1"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 7 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017(TPI2014 Matrix -MP Weight 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=189/0-3-8, 5=115/Mechanical Max Horz 2=84(LC 12) Max Uplift 2=64(LC 12), 5=51(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph'(3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf: h=25ft; B=45ft; L=24ft, eave=oft; Cal. II; Exp B: Encl., GCpiLO.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-0 zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. CiRegan PE No.58126 hliTak USA, Inc. FL Cert 6634 6911 Parke East Blvd Tempe FL 33610 Date: March 9,2018 WARNING - Verily design paramafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use onty with MTekm connectors. This design is based only upon parameters shown, and Is for an individual building component, not - e truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall Y building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delwary, erection and bracing of trusses and truss ryctems, see ANSUTPII Quality Criteria, DSB 89 and SCSI Building Component 69f14 Parke East Blvd Safety Information available from Truss Plate Institute. 21e N. Lee Street, Suke 372, Nexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452402 P2392ACT CJ5 JACK 10 1 Job Reference footional) Mid -Florida Lumber, Bartow. FL'. 8.130 s Sep 15 2017 Milek industries, Inc. Fn Mar v 1u:51:41 zults rage 1 ID IUEj_2vgrkv4uEJUYC2jFzkFng-u1AGvY42uLOODrM9EPWkKIVBa4lGlyL47GBMzcgbW 1-0-0 5-0.0 1-0-0 5-" 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechaniwl Max Horz 2=108(LC 12) Max Uplift 3=64(LC 12). 2=73(LC 12) Max Grav 3=127(LC 1). 2=264(LC 1), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1,17 0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 244/190 Vert(CT) -0.06 4-7 >988 180 Horz(CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. - - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This Item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regen PE No.58126 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 3361D Date: March 9,2018 AWARNING • Verity design panmafms and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE e91.7472 rev. 1010312015 BEFORE USE. e Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown. and is for an individual building component, not p• a truss system Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- ts always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, am ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T73452403 P2392ACT CJ5T SPECIAL 4 1 Job Reference(optionall Mid-Flonda Lumber, C Bartow, FL, B.13u s bep tb zut I mn eK mausmes, Inc. r-n mar v ivar:gz zu to rage i ID:ItiEL2vgrkv4uEJ UYC2j FzkFng-MDkf7u5gliVNr?xLo61 zlsFuRawN l j?5ZksgjpzcgbV 1-0-0 2-1-12 2 3- 5-0-0 1-0-0 2.1-12 0.1- 2 2.8.8 Scale c 1.17.0 1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.50 Ven(LL) 011 6 540 240 MT20 244/190 TCDL 10.0 Lumber COL 1 25 BC 0.19 Vert(CT) 0.14 6 421 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanical, 2=267/0-3-8. 5=29/Mechanical Max Horz 2=108(LC 12) Max Uplift 4=71(LC 12). 2=72(LC 12) Max Grav 4=165(LC 1). 2=267(LC 1), 5=59(LC 3) FORCES. (lb) - Max' Compdhlax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=2411, eave=oft; Cal. If: Exp B; Encl., GCpi=0.18. MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for miss to truss connections. 5) Provide mechanical connection (by,others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date, March 9,2018 Q WARNING- Verily doslgn p.M.W s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 ray. 1010&2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for on mdmduol building component. not Nil' truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of indmdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stabllity'end to prevent collapse with posslble personal injury and property damage For general guidance regarding the fabrication, storage, delivery: erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Intonation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Nexandna, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oy Ply Park SgBarcelona-A or C TRAY T13452404 P2392ACT D1 MONO HIP 2 1 Job Referenceotoa Mid-Flonda Lumber. ,` Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fn Mar 9 10:51:43 Z018 Page 1 ID:IIIEj_2vgrkv4uEJUYC2iFzkFng-qQl l KE610zejS9WXLgYCg4ol Q_Bxmz_EoOcNFFzcgbU 7-0-14 143-4 i 16.5-0 1-0-0 . 7.4-14 6.10-6 2-1-12 4x8 = 1.5x4 II Scale = 143.1 4 5 a 6 3x4 = tx4 II 3x4 = 3x4 7-4-14 143-0 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1 25 TC 0.61 Vert(LL) 0.07 8-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.17 8-11 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8 Max Horz 2=264(LC 12) Max Uplift 6=207(1_C 12), 2=1146(LC 12) FORCES. (lb) - Max.:Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=970/159, 3.4=295/22 BOT CHORD 2-8=-354/817, 7-8=354/817 WEBS 3-8=0/323, 3.7=737/309, 4-7=98/477, 4-6=654/311 PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% Structural wood sheathing directly applied or 5-3-11 oc purlins, except end verticals. Rigid ceiling directly applied or 9-7-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-0-0, Interior(1) 2-0-0 to 14-34, Exterior(2) 14-3-4 to 16- 3-4 zone,C-C for mernbers and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical.connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gl=lb) 6= 207,2=146. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 h1Tek USA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 3361D Date: March 9,2018 Q WARNING - Verily design paamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1WO312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters end property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- isalwaysrequiredforstability:and to prevent conapse With possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery• erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss•Plate Institute. 21If N Lee Street, Suite 312, Alexandns, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Perk SgBarcelona-A or C_TRAY T13452405 P2392ACT D1T SPECIAL 1 1 ReferenceJobloptionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:43 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-gQl1 KE61QzejS9WXLgYCg4oxL_6Fm7fEoOcNFFzcgbU 2-3 8 B-4-0 14-4-8 16-5-0 2-3-11 6-0-8 6-0-8 2-0 8 Scale = 1:29.5 5x5 = 2x4 II 2-3 e-0 1a lrts-0 I 7_M _ T,nJ1 fiD i 2-0-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 1.00 TCDL 10.0 Lumber DOL 1.25 BC 0.86 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017rrP12014 Matnx-MS LUMBER - TOP CHORD 2x6 SP No.1 'Except' 3-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 7-8,9-10: 2x4 SP No.3, 2-4. 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=667/0-3-8, 5=654/Mechanical Max Horz 1=78(LC 11) Max•Uplift 1=148(1_C 12), 5=151(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD '. 1-2=292/113, 2-3=1227/407, 3-4=12271407, 4-5=285/117 BOT CHORD'. 2-6=-255/1097, 4-6=255/1097 WEBS 3-6=-114/529 DEFL. in (loc) Udeft Ud PLATES GRIP Vert(LL) -0.18 6-13 >999 240 MT20 244/190 Vert(CT) -0.36 6-13 >536 180 Horz(CT) 0.27 5 n/a n/a Weight: 83 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=oft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0. Interior(1) 3-3-0 to 84-0, Exterior(2) 8-4-0 to 11-" zone,C-C.for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSlrrPI 1 angle to grain formula Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=148, 5=151. This Item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.ORegan PE No.58126 MiTek USA, Inc. FL Cert 6634 690/ Parke East Blvd. Tempi FL 33610 Date: March 9.2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITele® connectors. This design is based only upon parameters shown, and is for on individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design., Bracing Indicated is to prevent buckling of individual truss web end/or chord members only Additional temporary and permanent bracing MiTek" is always requvAd for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation, storage, delivery erasion and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSBAte and BCSI Building Component 6904 Parke Fast Blvd. Safety Information avaliabiefrom Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Scl/Barcelona-A or C TRAY T13452406 P2392ACT D2 MONO HIP 2 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 6.13U s Sep it) 2U1 / Mu eK Indusines, Inc. t-n Mar 9 lu:b1:44 ZU1tl rage 1 I D:Iti EL2vgrkv4 u E J UY C2iF z kF ng-I csPY87wBGma4J4k VX3RN H LE 70Z2 VUY012 Lxn hzcg bT 6-4-14 12-3-0 16.5-0 i 1-0-0 6-4-14 5-10-6 I 4-1-12 4x8 = 1.5x4 11 Scale = 1:38 5 4 14 5 6 3x4 = 1x4 II 3x4 = 3x4 = 64-14 6-4-14 12-3-0 5-10-6 16-5-0 4-1-12 Plate Offsets (X Yt— 1400-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.04 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.11 8-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrP]2014 Matnx-MS Weight, 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purllns, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing. REACTIONS. (Ib/size) 2=713/0-3-8, 6=649/Mechanical Max Horz 2=231(LC 12) Max Uplift 2=159(LC 12). 6=193(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD' 2-3=-1023/231; 34=-455/109 BOT CHORD 2-8=-393/872, 7-8=393/872, 6-7=156/335 WEBS 3-8=0/273, 3-7=620/271, 4-7=92/428, 4-6=608/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mpFi (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cal. If: Exp B; Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-3-4, Extenor(2) 12-34 to 16-3-4 zone,C-C for members and forces 3 MWFRS for reactioris shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=159,6=193. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verify design p—ni efars end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrrekV connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must veritythe applicability of design parameters and property Incorporate this design into the overall Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary end permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delwery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMornatlon avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oy Ply Park Scl/Barcelona-A or C TRAY T13452407 P2392ACT D2T SPECIAL 2 1 Job Referenceo do a Mid -Florida Lumber. Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:45 2018 Page 1 ID:16Ej_2vgrkv4uEJUYC2jFzkFng-moQnlw7YyauRiTtwTFagwVtl3ooZE 16XFi5UK8zcgbS r 2-3-8 8-0-0 14-0.8 16-8.0 2-3A 6-0-8. 6-0-8 2 3 8 M Scala = 1 30.6 5x5 = 6.00 12 17 18 2.4 I I 4 2x4 I I 2 1 6 5 q 4x8 II " 142x44x6 , Ia 2.4 II 1.5x4 II 15x4 II 2x4 11 2-•+ 8 -0 I 14.4.8 1s B D 2-3-8 HI 6--m 2-3-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip COL 1.25 TC 0.86 TCDL 10.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SP No.2 Except' 7-8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=676/0-3-8, 5=663/0-3.8 Max Horz 1=78(1_C 10) Max Uplift 1=150(LC 12), 5=153(LC 12) FORCES. (lb) - Mak.'Cornp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD l-2=-297/118, 2-3=1264/415, 34=1265/414, 4-5=288/120 BOT CHORD 2-6=259/1131, 4-6=259/1131 WEBS 3-6=-115/538 DEFL. in floc) I/deft L/d PLATES GRIP Vert(LL) -0.18 6-16 >999 240 MT20 244/190 Vert(CT) -0.38 6-13 >523 180 Horz(CT) 0.30 5 n/a n/a Weight, 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft. L=24ft; eave=oft; Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Intenor(1) 3-3-0 to 8-4-0, Exterior(2) 8-4-0 to 11-4-0 zone;C-C for members and forces S MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical corihection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=150,5=153. . This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.0'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tempe FL 33619 Data: March 9,2018 WARNING • Verlry ding. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rov. 1=312015 BEFORE USE Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Braungindicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• I always required for stabinry and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication, storage. delivery. erectioaand bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452408 P2392ACT D3 MONO HIP 2 1 o all Mid -Florida Lumber,, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:51:46 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-E_9yF8Aju01JcE6ly6vSiOZpCGUzM2hUMgl sazcgbR 1-0-0 5-4-14 10-3-4 _16-5-0_ 1-0-0 5-4-14 4-10.6 6-1-12 4x8 = 14 2x4 II 15 16 5 6 3x4 = 1 x4 11 3x4 = 30 = Scale = 1.33.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.48 BC 0.37 WB 0.74 Matrix -MS DEFL. in Vert(LL) -0.04 Vert(CT) -0.08 Horz(CT) 0.02 loc) I/deft Ud 6-7 >999 240 6-7 >999 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight 90 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical Max Horz 2=198(LC 12) Maxi Uplift 2=171(1-C 12), 6=192(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1069/296, 3-4=622/192 BOT CHORD 2-8=-424/919, 7-6=424/919, 6-7=224/503 WEBS 3-7=484/231, 4-7=71/409. 4-6=-640/286 NOTES- - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp B; End , GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-3-4, Exterior(2) 10-3-4 to 14-6-3 zone;C-C•for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical,connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) electronically signed and2=171, 6=192. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Vanity design Panmaf— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rsv. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and Is for an individual building component, not • a truss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall YY buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stabli ty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncalion, storage, delivary, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C_TRAY T13452409 P2392ACT D3T SPECIAL 1 1 Job Reference(ontionall Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51.47 2018 Page 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-IBXYAb9pUB89xmplafd8?wzd5bVklvrgjOab00zcgbO 8 5-1& 7-0-0 9-8-0 11-8 14-441 _ 16-0 2-3 2-10-0 2-10-0 2-3-8 5x8 = 21 LOADING (psf) SPACING- 2-D-0 CSI. TCLL 20.0 Plate Grip COL 1.25 TC 0.95 TCDL 10.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 Rep Stress Incr NO WB 0.38 BCDL 10.0 Code FBC20177TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP DSS 'Except' 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except- 11-12,13-14: 2x4 SP No.3, 2-7: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) . 1 =1 133/D-3-8, 8=1119/0-3-8 Max Horz 1=66(LC 7) Max UpIA 1=319(LC 8), 8=323(1-C 8) Scale = 1.28 5 6x6 = 2x4 11 DEFL. in (loc) I/deft Ltd PLATES GRIP Vert(LL) 0.21 10-17 944 240 MT20 244/190 Vert(CT) 0.43 10-17 455 180 Horz(CT) 0.37 8 n/a n/a Weight 96 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purllns BOT CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-499/157, 2-3=3354/1009, 3-4=2784/860, 4-5=2508/796, 5-6=2799/866. 6-7=-3344/1014, 7-8=-492/159 BOT CHORD 2-10=906/3251, 9-110=675/2488, 7-9=911/3232 WEBS 4-10=2410001, 5-9=245/998, 3-10=-947/283, 6-9=903/282 NOTES- 1) Unbalanced roof live loads have been considered for this desigh. 2) Wind: ASCE 7-10; Vult=140mph.(3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=24ft; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 8 considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=319, 8=323. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 lb up at 7-D-0, and 96 lb down and 102 lb up at 8-4-0, and 149 lb down and 171 lb up at 9-8-0 on top chord, and 291 lb down and 108 lb up at 7-0-0, and 59 lb down at 8-4-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert, 1-16=-82, 4-16=60, 4-5-60, 5-7=60, 7-8=82. 15-18=20 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tempe FL 3361D Date: March 9.2018 C'Wif R110A, - rY oslgn paramofora end READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101017015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not a truss system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Dot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permenent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation storage. delivery. erection and bracing of trusses and truss systems, see ANSVTP11 Ouality Criteria, DSB2e and BCSI Building Component 6904 Parke Fast Blvd. Safaty Infornatlon available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 38610 Job Truss Truss Type Oty Ply Park Sq/Barcelons-A or C TRAY T73452409 P2392ACT D3T SPECIAL 1 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. LOAD CASE(S) Standard: Concentrated Loads (Ib) Vert: 4=102(1`) 5=102(1`) 10=-291(F) 9=291(F) 21=96(F) 22=29(F) B.13U S Sep 1 b ZUl f MI I eK Inausines, Inc. Fn Mar V 1U:b1:4 f ZU1C rage z I D:Iti EL2vgrkv4 u EJ UYC2j Fzk Fng4BXYAb9p U B89wnpl afd87wzd5bVkivrgjOa b00zcg b0 Q WARNING - Verity design Penmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 10IM01 S BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not• a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall .Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available -from Truss Plate Institute, 218 N. Lae Street, Suite 312. Alexandria. VA 22314, Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452410 P2392ACT D4 MONO HIP 1 1 Job Reference (optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51.47 2018 Page 1 I D:IU Ej_2vg rkv4u E J U Y C 21 Fzk F nCH BXYAb9pU B89xmplafd B?wzmzbX9i u9q)Oab00zcgb o 1-0-0 4-4-14 B-3-4 12-4-2 16-5-0 1-0-0 4-4-14 3-10-6 4-0-14 - - 4-0-14 3 4x4 = 3x4 = Scale = 1:29.2 1.5x4 II 30 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.43 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS DEFL. in floc) I/defl Ud Vert(LL) -0.09 7-8 -999 240 Vert(CT) -0.18 7-8 >999 180 Horz(CT) 0.02 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical Max Horz 2=164(LC 12) Max Uplift 2=1811(LC 12), 7=208(LC 9) FORCES. (lb) -Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1081/367, 3-4=802/256, 4-5=665/269 BOT CHORD 2-8=-460/948, 7-8=204/468 WEBS 3-8=324/215, 5-8=95/316, 5-7=-663/297 PLATES GRIP MT20 244/190 Weight 86 lb FT = 20% Structural wood sheathing directly applied or 5-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mpti (3-second gust) Vasd=108mPh; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-3-4. Exterior(2) 8-3-4 to 12-4-2 zone;C-C for.inembers and forces E MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding.. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 6) Refer to girder(s) for.truss to truss.connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181,7=208. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.5E126 k11Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 9,2018 Q WARNING - Varlfy design pararnw and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall •Yl- building design Bracing indicated is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability, and'10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, deliveryerection and bracing of trusses and truss systems, see ANSVTPI1 Ouailty Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd Safety Information avallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelone-A or C TRAY T13452411 P2392ACT D5 COMMON 3 1 Job Reference (optional Mid-Florida Lumber. Barlow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10.51:48 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-AN5wNxARFVGOZvvOV8N8NX7 Vxd?tORPAygJ8xSzcgbP 1-0-0 4-5-4 1 8-4-0 _ 12-2-12 16-5-0 1 0, • 4-5-4 3.10-12 3-10-12 4-2-4 Scale = 1 30.2 4x4 = d 3x8 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CS1. TC 0.33 BC 0.63 WB 0.18 Matrix -MS DEFL. in Vert(LL) -0.08 Vert(CT) -0 17 Horz(CT) 0.02 floc) Udefl Ud 7-13 >999 240 7-13 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=655/Mechanical, 2=718/0-3-8 Max Horz 2=88(LC 11) Max Uplift 6=155(LC 12), 2=200(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1091/381, 3-4=817/289, 4-5=814/301, 5-6=-1077/387 BOT CHORD 2-7=-299/956, 6-7=286/924 WEBS 4-7=-126/482, 5-7=297/181, 3-7=328/191 NOTES- 1,) Unbalanced roof Irve loads have been considered for this design. 2) Wind ASCE 7-10,'Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-0, Exterior(2) 8-4-0 to 11-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) This item has been 6=155, 2=zoo. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.O'Regan PE No.58126 MITsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verily design panmafors and READ NOTES ON TWS AND INCLUDED MrTEK REFERENCE PAGE AVI.7473 rsv. f010=0/5 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown. and Is for on individual building component, not • a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and propeny damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Critorla, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Mexandria. VA 22314. Tampa, FL 36610 Job . Truss Truss Type oty Ply Park Sq/Barcelona-A or C_TRAY T13452412 P2392ACT E1 HIP 1 1 Job Reference (Optional Mid-Floride Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:49 2018 Page 1 I D:IUEj_2vgrkv4u EJUYC2jFzkFng-fZflbHA3OpOtA4zhi4fc4L26zPGNAt07AK3hTvzcgbO 1-0-0 5-M 6-0.0 11-" 1-0-0 5-0-0 1.0-0 5-0-0 4x4 = 3x4 = 4x4 = Scale = 1 ,20.3 3x4 = 5-0-0 1-0-0 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.04 6-10 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 043 Vert(CT) -0.07 6-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Weight 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=624/Mechanical, 2=690/0-3-8 Max Horz 2=57(LC 7) Max Uplift 5=160(LC 8), 2=207(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 273=-1037/276, 3.4=883/275, 4-5=1024/275 BOT CHORD 2-7=-191/874, 6-7=190/883, 5-6=192/875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dratnage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has,been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=160, 2=207. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at This item has been 5-0-0, and 170 lb down and 179 lb up at 6.0-0 on top chord, and 86 lb down at 5-0-0. and 86 lb down at 5-11-4 on bottom chord. electronically Signed andThedesign/selection of such connection devices) is the responsibility of others. Sealed by ORegan, Philip, PE9) In the LOAD CASE(S) section, loads applied to the face of the.truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard ' Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf); signed and sealed and thegVeil173=60, 3-4=60, 4-5=60, 8-11=20 be ConcentratedLoads (lb) signature must verified Vert: 3=123(F) 4=123(F) 7 =64(F) 6=-64(F) On any electronic copies. Philip J. ORegan PE No.58126 MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 16/03/2015 BEFORE USE. Design valid for use only with Mnekm connector$. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicted is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Isalwaysraquuedforstabilityandtopreventw0apsewithpossiblepersonalinjuryandprogenydamageForgeneralguidanceregardingthefabrication, storage. delivery, erection and bracing of trusses and buss systems, see ANSVTPII Quality Criteria. DSB489 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaiWtils from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452413 P2392ACT F1 ROOF TRUSS 3 1 ob e e o 1' all Mid -Florida Lumber, 0-1-8 H1 1-3-0 Bartow, FL. 3x3 = 3x3 =3x6 FP = 4x8 = 2'- 3 4 5 8.uu s Sep 1b 2u1f MIIeK Inaustnes, Inc. Fn Mar 9 lU:7 T.DZ 2Ultl rage 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-38LRDJDxJkmSIXiGNDClczgWacAIN6rZtIHM4EzcgbL 2-" 3x4 = 3x4 = 1x3 II 3x3 = 3x3 = 3x3 = 6 7 8 9 10 11 Scale = 1 ,40.1 4x6 = 12 17 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 lx3 II 3x3 = lx3 II 1x3 II 3x3 = 3x3 II 4x5 = 3x4 = 3x4 = 1x3 II 3x3 = 3x3 = 4x5 = 3x3 II 3x6 FP = 23- 11-12 7- 7-4 7-5-4 -11.4 8-0-0 Plate Offsets (X Y)— fl970-1-8 Edael LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.20 17-18 >956 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 095 Vert(CT) -0.28 17-18 >704 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.04 13 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matnx-S Weight 123 Ili FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) -Except- except end verticals. 16- 27: 2x4 SP NoA D(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 27=287/0-8-0, 13=839/0-3-8, 22=1477/0-8-0 Max Uplift 27=1(LC 4) Max Grav 27=366(LC 3), 13=853(LC 7), 22=1479(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=365/0,-12-13=847/0, 1-2=-273/30, 2-3=493/174, 3-5=128/461, 5-6=397/0, 6. 7=-1721/0, 7-8=2660/0, 8-9=2660/0, 9-10=2613/0, 10-11=2034/0, 11-12=-842/0 BOT CHORD 25-26=174/493. 24-25=174/493, 23.24=-174/493, 22-23=-845/0, 21-22=845/0, 20- 21=0/1212,'19-20=0/2245, 18-19=0/2660, 17-18=0/2660, 15-17=012466, 14-15=0/1584 WEBS 1-26=40/ 370, 2-26=300/197, 5-23=0/557, 3-23=-699/0, 12-14=0/1121, 5-21=0/1237, 11-14=1032/0; 6-21=1144/0, 11-15=0/626, 6-20=01749, 10-15=600/0, 7-20=-782/0, 10-17=0/288, 7-19=0/742, 9-17=289/171, 8-19--303/0, 5-22=1432/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joint(s) 27. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This Item has been 4) CAUTION, Do not erect truss backwards. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Cort 6634 69D4 Parke East Blvd. Tampa FL 3361D Data: March 9,2018 Q WARNING • Vsrffy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and is for an individual building component, not • a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate thts design into the overall bulldmg design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k, is always required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trust systems, see ANSVTPII Quality criteria, OSS49 and BCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Nexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBercelona-A or C TRAY T13452414 P2392ACT F2 ROOF TRUSS 5 1 Job Referenceodoa Mid-Floride Lumber 0-1-8 H ! Barlow, FL. 6.1JV s Sep 13 zul / mi I eK Inousmes. Inc. r•n Mar d iw3l:3t zu io rage I ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-Q68KGOH47GPk8JaDAmoVP 1 NQMdwx2NllOa771RzcgbG 1'1 2—i i —I Scale = 1 38.8 1x3 11 3x3 = 3x3 = 3x6 MT20HS FP = 4x6 = 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 = 4x6 = 2 3 4 5 6 7 a 9 10 11 12 13 17 1x3 I I , 3x3 = 1x3 I I 3x3 = 3x6 = 4x5 = 30 = 3x3 = 1.3 I I 3x6 MT20HS FP = 40 = 3x3 II 3x3 = 3x3 = 7-7-4 15-7-8 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Verl(LL) -0.15 18-19 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.21 18-19 >895 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.04 14 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 121 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1(flat) *Except* except end verticals. 14-17: 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 27=295/0-8-0, 14=799/0-3-8, 23=1427/0.8-0 Max Uplift 27=-1(LC 4) Max Grav 27=375(LC 3), 14=811(LC 7), 23=1436(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD. 1-27=375/0, 13-14=805/0, 1-2=-283/35, 2-3=511/173, 3-5=511/173, 5-6=0/844, 6-7=-375/0, 7-8=-1609/0, 8-9=2415/0, 9-10=-2415/0, 10-11=2390/0, 11-12=1900/0, 12-13=794/0 BOT CHORD. 25-26=173/511, 24-25=173/511, 23-24=-459/222, 22-23=-844/0, 21-22=0/1134, 2D-21=0/2087, 19-20=0/2415, 18-19=0/2415, 16-18=0/2286, 15-16=0/1493 WEBS 6-23=1038/0, 1-26=-47/385, 5-23 =641/0, 2-26=309/188, 5-24=0/608, 3-24=292/0, 13-15=0/1057, 6-22=0/1206, 12-15=972/0, 7-22=-1092/0, 12-16=01565, 7-21=01697, 11' 116=537/0; 8-21=709/0; 8-20=0/611 NOTES- 1) Unbalanced floor. live loads have been considered for this design. 2) All plates are-MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 27, 4) Recommend 2x6•strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. This item has been Strongbacks to be attached to walls at their outer ends or restrained by other means. electronically Signed and5) CAUTION, Do not erect truss backwards. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 hliTsk USA, Inc. FL Cort 6634 6984 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - V.Afy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekm connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indwidual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, defive y. erection and bracing of trusses and truss systems, see ANSVTPI1 Ouality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd Safety Information evadable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452415 P2392ACT F3 GABLE 1 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 0-h8 7-0-0 3x3 I I 1 2 3 4 5 6 7 8 1 42 41 40 39 38 37 36 3 3x3 I I a 13U s Sep 1b zui I MI IeK industries. roc. Fn Mar B iwbl'b6 ZUl6 Yage 1 ID IbEL2vgrkv4uEJUYC21FzkFng-uliiUMHivaXblS90kTJkxEwjil RznxWSFEkgHtzcgbF 9 10 11 12 13 Scale = 1.37.8 3x6 FP = 3x3 I I 14 15 16 17 18 19 20 21 l 5 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 FP = 3x3 II 11.5-4 12.9.4 a 3• -4 -4 6 -4 69.4 a9 1+0 1+0 16 0 1-z o 1a1z 1+0 1+o a 1-au 0-54 1•auo- 1 4-0 1 4 0 1+0 1+0 1+0 1+0 1+o aa4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 22 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matnx-R Weight 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No 3(flat) REACTIONS. All bearings 22-10-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 42. 22, 31. 32, 34. 35, 37. 39, 40, 41, 30, 29, 28, 27, 26. 25,-24, 23, 38 except 36=580(LC 1) FORCES.. • (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-36=576/0 NOTES.'.- 1) All plates'are 1x3 MT20 unless otherwise indicated. 2) Gable.requires continuous bottom chord bearing.- 3) Truss to be,fully sheathed from one face.or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer'ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S)• Standard - 1) Dead +'Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) This item has been Vert: 22-42=10, 1-21=100 electronically signed andConcentratedLoads (lb) b ORe Philip, PEVert:7=552 sealed an, Y 9 p, using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33619 Date: March 9,2018 WARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE AID-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrelc® connectors This design Is based only upon parameters shown• and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Braung indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent braung M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the febncatron. storage, delivery. erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suhe 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type oty Ply Park SgBercelona-A or C TRAY T13452416 P2392ACT F4 ROOF TRUSS 2 1 Job Referenceo f a Mid -Florida Lumber, Bartow, FL. 0-1.8 H 1-0 8.130 s Sep 15 2017 MITek Industries, Inc. Fn Mar 9 1U:51:59 ZU18 Flage 1 ID:ItIEj_2vgrkv4uEJUYC2jFzkFng-MVG4hilKftfSNckcH BrzUS SiDRbKWDgbUuUDpKzcgbE I 2'$ Scale = 1 36.5 3x5 = 4x4 = 3x5 = 3x5 = tx3 II 3x3 = 3x3 = US MT20HS FP = 4x4 = 5x6 = 2 3 4 5 6 7 8 9 10 11 17 25 24 Z3 ZZ 21 2U 19 16 11 it, lit le IJ .z 21i4 II 5x6 = 4x4 = 3x8 MT18HS FP = 3x4 = 1x3 II 3x3 = 3x4 = 1x3 II 4x4 = 5x6 = 3x3 II 1x3 II 3x4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC20171TPI2014 CSI. TC 0.88 BC 0.77 WB 0.77 Matrix-S DEFL. in Vert(LL) -0.45 Vert(CT) -0.62 Horz(CT) 0.09 loc) I/defl Ud 18 >575 360 18 >420 240 12 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 MT18HS 244/190 Weight 114 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1D(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 8-11: 2x4 SP No.2(flat) except end verticals. BOT CHORD 2x4 SP No.l(flat)'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-21: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS: (lb/size) 25=1186/0-8-0, 12=1186/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=1180/0, 11-12=1179/0. 1-2=1168/0, 2-3=3056/0, 3-4=-4375/0, 4-5=5228/0, 5-6=-5228/0, 6-7=5104/0, 7-9=4419/0, 9-10=3092/0, 10-11=-1221/0 BOT CHORD. 23-24=0/2260, 22-23=0/3869, 20-22=0/3869, 19-20=0/4872, 18-19=0/5228, 17-18=0/5228, 16-17=0/4909, 15-16=0/3891, 14-15=0/3891, 13-14=0/2310 WEBS, 11-13=0/1626, 1-24=0/1588, 10-13=1514/0, 2-24=1519/0, 10-14=0/1087, 2-23=0/1108, 9-14=1086/0, 3-23=1104/0, 9-16=0/718, 3-20=0/688, 7-16=681/0, 4-20=691/0, 7-17=0/475, 4-19=-47/847, 6-17=576/232, 5-19=-363/0 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. This Item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTok USA, Inc. FL Cart 6634 69tU Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Vertty design Palmer— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6VV-7473 rev. 1010312015 BEFORE USE. Design valid for use only.11, MrrekZ) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicabliny of design parameters and property incorporate this design into the overall ra • building design. Bracing indicated is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing FYIisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe /iTek• fabnutlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIII Quality Criteria, DSB 89 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBercelona-A or C TRAY T13452417 P2392ACT FS ROOF TRUSS 5 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 1-3-0 4x4 = 2 1-10-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10,52:00 2018 Page 1 ID:IUEj_2vgrkv4uEJUYC2j FzkFng-ghgSv2JzOBnJ7mJoruMCOf?surylFhaliYDnMmzcgbD Scale = 1:35.6 30 = 3x5 = 10 II 3x3 = 3x4 = 1x3 II 1x3 II 3x3 = 3x6 MT20HS FP = 4x5 = 10 = 3 4 5 6 7 8 9 10 11 12 25 O 3x3 11 4x6 = 3x8 MT18HS FP = 3x4 = 3x3 = 3x3 = 3x5 = 4x5 = 34 = 4x4 = 3x3 = 1 ii-0 4-0-0 6b0 12.4-0 14-10-0 17-0 1 19-10-0 21-0-0 -1 tb-0 2t 2b0 5-10-0 2i'i-(1 2b0 2-0i-0 1-" Plate Offsets (X.Y)— ll:Edge.0.1-81. f18:0-1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) 0.42 16-17 599 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) 0.58 16-17 435 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 13 n/a n/a MT18HS 244/190 BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight 109 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No. I(flat) -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 9-12: 2x4 SP No.2(flat) except end verticals. BOT CHORD 20 SP No. 1(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-20: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flal) REACTIONS. (lb/size) 23=115310-3-8.13=1153/0-4-0 FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 23=1148/0, 1-2=1191/0, 2-3=3015/0, 3-4=-4220/0, 4-5= 4999/0, 5-6=-4999/0, 6.7=4999/ 0, 7-8=-4640/0, 8-110=3690/0. 10-11=2177/0 BOT CHORD 21- 22=0/2249,'19-21=0/3748, 18-19=0/4686, 17-18=0/4999, 16-17=0/4938, 1516=0/4296, 14-15=0/ 3066, 13-14=0/1257 WEBS 11-13= 1671/0, 1-22=0/1538, 11-14=0/1279, 2-22=1472/0. 10-14=1237/0, 2-21=0/1064, 10-15=0/ 868, 3-21=1020/0. 8-15=843/0, 3-19=01656, 8-16=0/479, 4-19=-647/0, 7-16=-455/ 0, 4-18=661766, 7-17=295/536, 5-18=-351/0, 6-17=256175 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-1 Did (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No. 58126 MlTsk USA, Inc. FL Csrt 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9, 2018 O WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use onty with MlTekm connectors. This design is based only upon parameters shown. and is for an individual building component, not - truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication• storage. delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Nexantlna. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452418 P2392ACT F5A GABLE 1 1 Job Reference o t' e Mid -Florida Lumber„ Bartow, FL.- 3x3 11 1 2 3 36 35 .34 3x3 I I 6.13U s Sep 15 zot I Mt I ek Ineustnas, Inc. t-n near a 1u:oz:u1 zuld rage 1 ID:IUEL2vgrkv4uEJUYC2iFzkFng-ItOg6OKbBVvAdwu7PctRZ1YDIFSf JnuxCzKuCzcgbC Scale a 1.35.6 3x6 MT20HS FP = 3x3 II 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 qY 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 US MT20HS FP = 3x3 I I lace to•n-e a o 0 01+0 1+o t+o 1+0 1 4-0 1+0 1-ta a- 7-e 1•ae 1+0 1+0 IV1+0 1+o t 0 1+ aa-a 0.3.8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 001 Vert(CT) n/a n/a 999 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 19 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 94 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21-4-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 27, 20, 21, 22, 23, 24, 25, 26, 35, 34. 33, 32, 30. 29,28 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) All plates are MT20 plates unless otherwise Indicated. 2) All plates are 1x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing 4) Truss to be fully sheathed from one face or securely braced against lateral movement i.e. diagonal web). 5) Gable studs spaced'at 1-4-0 oc. , 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 h9Tek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Varffy design Paramafors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 ray. 10/03/201 S BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown• end is for an individual building component, not a truss system. Before use, the building designer must verity the applicablllty of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for stallilny and to prevent co02pse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery• erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaeabla from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelone-A or C TRAY T13452419 P2392ACT F6G ROOFTRUSS 1 1 Job Referenceo f a Mid -Florida Lumber: , Bartow. FL. 0-1-8 H1 1-3.0 6.130 s Sep 1b 2u1r MIIeK Industries, Inc. Fn Mar 9 1u::)2:u;! 2u1t1 rage 1 ID:IGEL2vgrkv4uEJUYC2iFzkFng-m3yDJkKDyo11E4TBzJOg644GPeaSjYFlAsitOezcgbB 1.11-12 Scale = 1.32.6 2x6 II tx3 = 6x6 = 4x6 II 5x6 II 4xCi II 2x6 II 3x6 II 3x6 II 4x6 II 7x6 II 34 II 1 2 3 4 5 6 7 23 8 9 10 11 R4 4x6 II 6x6 = 3x6 II 5x6 II 2x6 II 3x6 II 3x6 II 3x6 II SO = 6x6 = tx3 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.31 15-16 745 360 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) 0.42 15-16 541 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matnx-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (lb/size) 12=1908/0-3-8, 21=1244/0-8-0 PLATES GRIP MT20 2441190 Weight 152 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2620/0, 3-4=3761/0. 4-5=5278/0, 56=-6147/0, 6-7=6147/0, 7-8=6398/0, 8-9=-5251/0, 9-10=3782/0 BOT CHORD 20-21=0/1520, 19-20=0/3761, 18-19=0/4588, 17-18=0/6147, 16-17=016147, 15.16=0/6521, 14-15=0/6150, 13-14=0/5251, 12-13=0/2334 WEBS 10-12=2972/ 0, 2-21=1918/0, 10-13=0/1915, 2-20=0/1456, 9-13=-1906/0, 9-14=01711. 3-20=1480/0, 3-19=V706, 8-14=1165/0, 4-19=1072/0, 8-15=0/396, 4-18=0/993, 7-15=382/77, 5-18=1344/0, 7-16=837/363, 517=62/432 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Bearing at joint( s) 21'Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend'2x6 strongbacks, on edge, spaced at 10-0-0- oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 13-5-8. and 357 lb down at 15- 5-8, and 357 lb down at 17-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live ( balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert;' 12-21=10, 1-11=-100 Concentrated -Loads (lb) Vert. 10=357(1`) 9=357(F) 23=357(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.53126 KbTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010=013 BEFORE USE. Design valid for use only with MrTek® Connectors This design is based only upon parameters shown, and a for an individual building component. not Dot building truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall e, AA iTek- builtling design. Bracing indicatedIstopreventbucklingofindividualtrussweband/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the iYl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-8e and BCSI Building Component 6904 Parke East Blvd Safety Information sysilable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314 - Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelono-A or C TRAY T13452420 P2392ACT. F7G ROOFTRUSS 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 0-1.8 H i 1-3.0 i' B.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:5Z:03 ZU18 Page 1 I D:ItiEL2vgrkv4uEJUYC2jFzkFng-EGVbX4Lrj6gusE 1 N W 1 vveldSk2wWS07BOVSRy5zcgbA 1-11-12 Scale = 1.32.6 2x6 11 14 = 7x6 II 4x6 II 3x8 II 3x6 II 2x6 II 5x6 II 4x6 II 4x6 II 6x6 = US II 1 2 3 4 23 5 6 7 8 9 10 11 5x6 II 6x7 = 3x8 II 3x6 II 2x6 II 4x6 II 4x6 II 3x6 II 6x6 = 6x6 = tx3 = 19-2-12 19-2-12 Plate Offsets (X Y)— M0-3-0 Edael 13 0-30 Edgel 16:0-3-0 Edciel 19 0-3-0 Edgel 116 0-3-0 Edoel r17 0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.30 17 >769 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.41 17 >559 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 152 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No. 1(flat) except end verticals. WEBS 2x4 SIP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=1281/0-3-8, 21=1758/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3572/0. 3-4=5014/0, 4-5=6426/0, 5-6=-6667/0, 6-7=6667/0, 7-8=5422/0, 8-9=3866/0, 9-10=2693/0 BOT CHORD 20-21=0/2174, 19-20=0/5014, 18-19=0/6029, 17-18=0/6667, 16-17=0/6667, 15-16=0/6103, 14-15=0/4775, 13-14=0/3866, 12-13=0/1549 WEBS 10-12=1971/0, 2-21=-2744/0, 10-13=OL1514, 2-20=0/1850, 9-13=-1520/0, 9-14=01773. 3-20=1870/0, 3-19=0/820, 8-14=-1179/0, 4-19=1316/0, 8-15=0/856, 4-18=0/618, 7-15=901/0, 5-18=712L162, 7-16=80/1157,.5-17=385/145, 6-16=-430/0 NOTES- ' 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel'to grain_ value using ANSIIrPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-9-8, 239 lb This item has been down at 3-9.8, and 239 lb down at 59-8, and 239 lb down at 7-9-8 on top chord. The design/selection of such connection electronically signed anddevice(s) is the responsibility of others. Sealed by ORegan, Philip, PE6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) standard Printed Copies of this 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 document are not considered Uniform Loads (plf) signed and sealed and thegVert"! 2-21=10, 1-11=-100 Concentrated Loads (lb) signature must be verified Vert: 1=239(B) 3=-239(B) 5=239(131) 23=239(91) on any electronic copies. Philip J. O'Regan PE No.58126 kliTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tempe FL 33610 Date: March 9,2018 WARNING - Vortly design pammetars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rsw. 10,V312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall Y buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park SgBarcelona-A or C TRAY T13452421 P2392ACT F8 ROOFTRUSS 4 1 Job Reference (optional Mid-Florida Lumber, Bartow, FL. 0-1-8 H 1.3-0 30 = 1x3 II 2 3 8.13U s Sep 15 2U1 T Mi I ek Industries, Inc. t•n Mar 9 IU:bZ u4 zul8 rage 1 ID:IGEL2vgrkv4uEJUYC2iFzkFng-IS3zkPMTUGHIUNea4kQ8BVAfYSOJBcJKd9B VXzcgb9 1x3 11 34 = 4 5 1 S le = 1,16.8 3x3 = 6 1x3 = 11 10 9 3x3 = 8 3x3 = 34 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.05 10-11 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) 0.06 10-11 999 240 BCLL 0.0 Rep Stress Iner YES WB 0.30 Horz(CT) 001 7 n/a life BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 54 lb FT = 20%F. 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No 2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=539/0-3-8, 7=539/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD .1-12=535/0, 6-7=535/0, 1-2=492/0, 2-3=1089/0, 3-4=1089/0, 4-5=-1089/0, 5-6=-492/0 BOT CHORD 10-11=0/912, 9-10=0/1089, 8-9=0/912 WEBS 6-8=0/632, 1-11=01632, 5-8=583/0, 2-11=583/0. 5-9=0/380, 2-10=0/380 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their'outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 hliTek USA, Inc. FL Cent 6934 6304 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Varffy dasfgn paramsfers and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rw. f0/0312015 BEFORE USE. Design valid for use only with MTekm connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use. the building designer must vent' the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSUTP11 Quality Criteria, DSB-0e and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Scl/Barcelona-A or C_TRAY T13452422 P2392ACT FBA ROOFTRUSS 1 1 b Reference (optional) Mid-Flonda Lumber, Bartow. FL. 0-1-8 H . 1J-0 3x3 = 34 = 1x3 II 2 3 8.130 s Sep 15 ZU17 Milek Industries, Inc. Fn Mar 9 1U:5Z:05 2U18 Page 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-BedLyIN5FjPc5XBmeRxNgioFsjww4JUspxY 1 zzcgb8 1 11 S b - 1 16.8 1x3 II 3x3 = 3x3 = 4 5 15 6 14 = 11 10 9 3x3 = 7 TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED LOADS AT ITS CANTILEVERED END(S). LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code FBC2017/TPI2014 CSI. TC 0.53 BC 0.50 WB 0.25 Matrix-S DEFL. in (loc) I/defl Ud Vert(LL) -0.07 10-11 >999 360 Vert(CT) -0.09 10-11 >999 240 Horz(CT) 001 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. REACTIONS. (lb/size) 12=452/0-3-8.8=626/0-3-8 Max Grav 12=460(LC 3), 8=626(LC 1) FORCES. ' (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-12=-464/0, 1-2=-415/0. 2-3=768/0, 3-4=768/0, 4-5=768/0 BOT CHORD. 10-11=0/739, 9-10=0/768, 8-9=0/423 . WEBS 1-11=0/531, 5-8=730/0, 2-11=451/0, 5-9=0/490 NOTES= 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 kljTsk USA, Inc. FL Cart 6634 69U Parke East Blvd. Tempe FL 3361D Date: March 9,2018 Q WARNING - Verify, design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 — 1a102/2015 BEFORE USE. Design valid for use only with MlTekV connectors. This design is based only upon parameters shown, and is for an individual building component. not • a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indMduel truss web end/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery• erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452423 P2392ACT F9 ROOF TRUSS 4 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 1-3-0 1 4 8 1x3 II 1x3 II 1 3x6 — 2 3 6.1Ju s 5ep tit tut t MI iex industries. Inc. t-n mar v 1u:bz-uo zulb rage 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-(rBj950J01 XTjhmyC9TcGwFv_GyJf V?d5Tg5ZQzcgb7 3x6 MT20HS = 1x3 II 1x3 II 3x6 = 4 5 6 7 Li 0 4 ! 13 12 11 10 8 3x3 11 3x3 = 3x3 II Scale = 1.16.7 4-" 0.1 3-0-0 1-7-0 Plate Offsets (X YH 113 0-1-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.12 10-11 >726 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.17 10-11 >531 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight 53 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-2-0 oc bracing: 10-11. REACTIONS. (lb/size) 14=440/Mechanical, 8=251/Mechanical, 9=280/0-8-0 Max Grav 14=443(LC 3), B=251(LC 1), 9=321(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1=-14=485/0, 7-8=320/0, 1-2=567/0, 2-3=567/0, 3-4=567/0, 4-5=-417/0, 5-0=417/0, 6-7=417/0 BOT CHORD 12-13=0/567, 11-12=0/823, 10-11=0/823, 9-10=0/417 WEBS 1-13=0/740, 4-12=337/0, 2-13=312/0, 7-9=0/544, 4-10=-532/0, 6.9=-385/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicat6d. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0.131" X 3") nails. Strongbacks to tie attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do riot erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tempe FL 33610 Date. March 9,2018 Q WARNING - Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectora. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' I s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses end truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452424 P2392ACT F9A GABLE 1 1 Job Reference (optional) Mid -Florida Lumber, Barlow, FL. ff.lau s sep to zuv Nil I ex mausmes, Inc. t-n mar t1 1u:oz:uo zulo rage i ID:IUEL•2vgrkv4uEJUYC2jFzkFng-trBj950101 XTjhmyC9TcGwF4gGApfa_d5Tg5ZOzcgb7 Scale = 1.12.7 2 1x3 II 3 1x3 II 4 1 x3 11 5 1 x3 11 6 3x3 11 12 11 10 9 B 7 3x3 1 I 1 x3 I I 1 x3 11 1 x3 11 1 x3 11 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 33 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flal) REACTIONS. All bearings 6-10-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 9, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- .1 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (Le diagonal web) 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.ORegan PE No.58126 MITek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Vad ly daslgn parern.1 and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrakm connectors. This design is based only upon parameters shown, and Is for an individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of mdmdual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always requited for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss systems, see ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from:Tmss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Py Park Sq/Barcelona-A or C TRAY T13452425 P2392ACT F10 GABLE 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 004 11x3 II 21x3 II 16 tx3 = 14 = 15 rl ri ts.isu s sep to zu1 t Nii i ex mausmes, inc. t-n Mar v 1u.ol.oz zules rage T ID:ItiEL2vgrkv4uEJUYC2lFzkFng-38LRDJDxJkmS 1 XIGNDCKizghJcOaNFYZtl HM4EzcgbL 3 1 x3 11 4 1 x3 11 5 1 x3 11 6 1 x3 11 7 3x3 11 14. '13 12 11 1 x3 11 1 x3 11 1 x3 11 1 x3 11 10 9 6 1 x3 11 1 x3 11 3x3 11 obiall 2a n 1-4-0 z-10 a 3 7a 0-7-0 0-6-12 i 4 1-0 0-8-12 a-11-0 oa-0 s 3a I z'2 a 1-0-0 0-11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 8 n/a n/a Scale = 1.13 4 BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 35 lb FT = 20e/ F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-2-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-2-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11. 12, 13, 10, 9 except 8=1291(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=1287/0 NOTES- 1) Gable requires continuous bottom chord bearing 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs.spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5) CAUTION,.Do not erect truss backwards.' LOAD CASES). Standard 1) Dead + Floor. Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-14=110, 1-7=100 Concentrated Loads (lb) Vert: 7=1265 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MReka, connectors This design is based only upon parameters shown. and is for an individual budding component, not • truss system. Before use, the building designer must verify the applicabllity of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fsbncation, storage, delivery, erection and breung of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-ae and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312.,Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452426 P2392ACT F11 ROOFTRUSS 6 1 Job Referenceo'oa Mid -Florida Lumber, Bartow. FL. 0-1-8 F i 13-0 i 3x3 = ts.1Ju s Sep lb zul / MI I eK Inausines, Inc. hn Mar to lu'S1:YI zuio t-age I ID IbEL2vgrkv4uEJUYC2jFzkFng-?XTBe?ECrLOAHrfVeFonOlxvQ_?r6msKcmS86zcgbJ 3x3 = 2 3 3x3 = Scale = 1.12.9 3x6 = 4 1x3 tx3 = 3x3 = tx3 11 1x3 II 3x3 = 9 8 7 6 51 1x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.02 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) 0.02 6-7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Malnx-S LUMBER- BRACING- 3x3 11 PLATES GRIP MT20 244/190 Weight 39 Ib FT = 20e/ F. 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=364/0-8-0, 5=364/Mechanical FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD . 1-10=358/0, 4-5=359/0, 1-2=269/0, 2-3=525/0, 3-4=279/0 BOT CHORD 8-9=0/525, 7-8=0/525, 6-7=0/525 WEBS - 4-6=0/371, 1-9=0/366, 3-6=334/0, 2-9=348/0 NOTES- 1) Unbalanced floor live loads'have been considered for this design. 2) Refer to.girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be, attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 Milk USA, Inc. FL Cart 604 6304 Parke East Blvd. Tempe FL 3361D Date: March 9,2018 Q WARNING • Verity design Penm f and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not - truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for steblilly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage• delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-0e and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C_TRAY T13452427 P2392ACT F11G ROOFTRUSS 1 1 Job Reference o flit a Mid -Florida Lumber. Bartow, FL. 0-1-8 H 1-3-0 I 3x4 = 8.130 s Sep 15 2017 MITek Industries, Inc. Fn Mar 9 10:b1'54 Z018 Page 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-?XTBe?ECrLOAHrfVeFonOlgt0uGr3ksKcmS86zcgbJ 1-2-0 i 3x3 = 2 3 3x3 = Scale = 1 12.9 3x6 4 tx3 14 = 3x4 = 1 x3 I I 1 x3 I I 3x4 = 9 B 7 61 3x3 II 6-11-0 6-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 001 5 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matnx-S Weight: 39 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No 2(flat) except end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=774/0-8-0, 5=774/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=767/0, 4-5=769/0, 1-2=565/0, 2-3=1119/0, 3-4=585/0 BOT CHORD .8-9=0/1119, 7-8=0/1119, 6-7=0/1119 WEBS 4-6=0/779, 1-9=0/767, 3-6=725/0, 2-9=753/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder carries tie-in span(s) 7-0-0 from 0-0-0 to 6-11-4 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced)' Lumber Increase=1.00, Plate Increase=1.00 Undorin Loads (plf) Vert' 5-10=-10, 1-4=224 , This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING • Verify daslgn paramaf— and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mll•7473 rev. f at0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ii• building design Bracing indicated is to prevent buckling of individualtruss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncabon, storage, delwery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452428 P2392ACT F12 ROOF TRUSS 3 1 Job Reference r Mid -Florida Lumber, Bartow, FL 1-3-0 1 US = 8.13U s Sep 15 ZU17 Milek InduSlneS, Inc. Fn Mar 9 1U:51:bb ZU18 rage 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-xwax3gGSMyHtW9?ic2HGsprHREgXJOE9nwFZD?zcgbH i 1-2-0 3x3 = 2 3 3x3 = US = 4 Scale = 1.12.9 3X3 = 1x3 II 1x3 II 3x3 = 10 9 8 7 6 5 3x3 11 5-5-0 3x3 11 6-11-0 I 1.6-0 3-11-0 1-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.02 8-9 >999 240 BCLL 00 Rep Stress Incr YES WB 0 18 Horz(CT) 0.00 5 n/a nla BCDL 50 Code FBC2017rTP12014 Matrix-S Weight: 40 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=367/Mechanical, 5=367/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 1-10=361/0, 4-5=361/0, 1-2=281/0. 2-3=533/0, 3-4=281/0 BOT CHORD. 8-9=0/533, 7-8=01533, 6-7=0/533 WEBS 4-6=0/375,.1-9=0/375, 3-6=342/0, 2-9=342/0 NOTES- 1) Unbalanced floor.live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc.. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 WARNING - Verity design p—afen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 nine. 10/03/2015 BEFORE USE. Design valid for use only with IvITek3> connectors This design is based only upon parameters shown, end is for an individual building component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall rat building design.: Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stoiage, delivery, erection and bracing of trusses and truss systems, am ANSVTPI1 Quality Criteria, DSB• 9 and BCSI Building Component 6904 Parke East Blvd. Safety Information• available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexandria, VA 22314. Tempo, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452429 P2392ACT ' FT1 SPECIAL 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 6.13U s Sep 1b zu1 r MI I eK maustnes• Inc. t-n mar 9 1u ocuu zulo rage 1 ID:IUEj_2vgrkv4uEJUYC2jFzkFng-bDJUanP XertAy9wLJaV4LLKCS3cl7FnwYn9Celzcgb5 2-3-10 4-5-8 6.7-6 8-9r1 10.11-2 13.1-0 15-2-14 _17.4-12 19510 21-10 8 2. _1' 2-1-14 2-1-14 i 2-1-14 I 2-1- 2-1-14 2-1.14 2-1-14 2 2-314 r Scale = 1,37 1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7x6 = 1.5x4 II 5x8 = 1.5x4 ll 4x8 = 1.5x4 II 4x8 = 1 2 3 4 23 5 6 7 24 5x5 = 4x10 = 1.5x4 II 6x6 = 8 25 9 10 2611 22 12 4x4 II 8x12 = 2x4 II 8x12 MT20HS = 2x4 I I 4x8 = 2x4 II 4x10 = 2x4 II 6x10 = 3x4 II 2-110 4-5-8 6-7-0 8-q-0 10.11-2 131-0 15-2-14 17-0-12 19-0i10 21-10.8 2 1 2-1-14 I 2- 2-1-14 2-7-14 2-1-14 I 2-t-14 2 2 2 Plate Offsets (X Y)— 18'0-2-8 0-3-41 11970-6-00-5-41 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.71 17 >366 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.97 17 >266 240 MT20HS 187/143 BCLL 00 Rep Stress Incr NO WB 0.97 Horz(CT) 0.09 12 ri n/a BCDL 5.0 Code FBC2017/TPI2014 Matnx-S Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, 8- 11: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except- 1- 21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. ( lb/size) 22=370310-7-4, 12=2758/0-3-8 Max Uplift 22=-530(LC 4), 12=382(LC 5) FORCES. '( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 1-22=3295/478, 1-2=-6770/963, 2-3=-6770/963, 3-4=-15381/2144, 4-5=15381/2144, 5- 6=-16966/2286, 6-7=16966/2286, 7-8=12361/1677, 8-9=12361/1677, 9-10=5108/703, 10- 11=5108/703, 11-12=2388/337 BOT CHORD - '21-22=67/464, 20-21=1760/12473, 19-20=1760/12473, 18-19=2442/17783. 17- 18=2442/17783, 16-17=2113/15662, 15-16=2113/15662, 14-15=1354/9890, 13- 14=1354/9890, 12-13=-48/341 WEBS 2-21=699/124, 3-20=-33/344, 4-19=656/116, 5-18=-47/453, 6-17=773/123, 7- 16=65/580, 9-14=44/429. 10=13=d24/80, 1-21=980/6901, 3-21=6241/872, 3- 19=-445/3182, 5-19=2628/377, 5-1.7=894/171, 11-13=716/5208, 9-13=-5233/712, 9- 15=381/2703, 7-15=3613/526, 7-17=247/1427 NOTES- .' 1) 2-ply truss to be connected together with'10d (0.131"x3') nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc: electronically signed and Bottomchordsconnectedasfollows2x6_ 2 rows staggered at 0-9-0 oc. sealed by ORegan, Philip, PE Websconnectedas'follows 2x4-1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed Copies Of this 3) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=oft; Cat. document are not Considered Il, Exp B;-Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. signature must be Verified 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. On any electronic Copies. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Philip J. O'Regan PE No.58126 will fit between the bottom chord and any other members. hliTak USA, Inc. FL Carl 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 22 and 382 lb uplift 6904 Parke East Blvd. Tampa FL 33610 at joint 12. Data: 9) Girder carries tie-in span(s) 5-0-0 from 0-0-0 to 10-11-4; 2-10-0 from 16-3-4 to 21-6-12: 5-0-0 from 0-0-0 to 10-11-4 March 9,2018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 62 lb up at C& Wi1R1R1R -Vry 9es/gn paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown• and is for an individual building component, not • a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design' Bradng indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent braung MiTek' isalwaysregdiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage• delivery. erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke East Blvd. Safety Inforrnatlon available from Truss Plate Institute, 218 N Lee Street; Sude 312. Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452429 P2392ACT FT1 SPECIAL 1 Job Reference (optional) Mtd-Florida Lumber, Bartow. FL. LOAD CASE(S)' Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-6=373, 6-25=100, 25-26=-239, 11-26=115, 12-22=10 Concentrated Loads (lb) Vert: 6= 429 8.13U s Sep 15 ZU17 Milek Industries, Inc. I-n Mar v 1U:5L:U8 1U18 rage ID 16EL2vgrkv4uEJUYC2jFzkFng-bDJUanP_XenAy?wLJaV4LLKCS3cl7FnwYn9Celzcgb5 Q WARNING - Varlfy daslgn paramafns and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 — la103,2015 BEFORE USE. Design valid for use only with Mrrakm connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with Possible personal injury and property damage. For general guidance regarding the fabncation, storage., dernrery; erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452430 P2392ACT FT2 SPECIAL 1 b Reference io a Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 IU:SZ 1D ZU18 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-XcOE?TRE3G 1 uC14jR?XYCimCiZjtL2bE6D?5eJiBzcgb3 2-3-10 4-5-8 6-7-6 1,- : 1 10.11-2 13.1 0 15-2-14 17-a-12 19-6.10 21-111-8 2- 3-10 2-1-14 2-1-14 2.1-14 2-1-14 2-1-14 2-1-14 2-1-14 2-114 2-3-14 Scale = 1.37.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 5x5 = 1 5x4 II 4x10 = 1.50 II 4x8 = 1.5x4 II 4x8 = 5x5 = 4x10 = 1.5x4 II 5x6 1 2 3 4 23 5 6 7 24 8 2526 9 10 11 22 - --- -- -- -- - 12 3x4 11 6x8 = 2x4 II 8x8 MT20HS = 2x4 II 4x8 = 20 II 400 = 2x4 II 7x8 = 3x4 11 z- 3 1D a-t11 s 7 6g a 10 11-z 13 1-0 1s2-1a 17 tz 1s 10 21 a 1 1 2-3- 10 2-1-14 2-1-14 1 2- 1- 14 2-1-14 2-1-14 I 2- 1- 14 2-1-14 2-1-14 2-3-14 Plate Offsets ( X Y1— 18:0-2-8 0-3-41 119:0-3-12 0-5-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.55 17 >472 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.82 17 >316 240 MT20HS 187/143 BCLL 00 Rep Stress Incr NO WB 0.66 Horz(CT) 0.07 12 n/a n/a BCDL 5. 0 Code FBC2017rrP12014 Matnx-S Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc pudins, BOT CHORD 2x6 SP No.1 'Except' except end verticals. 12-19 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' 1-21, 3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17 2x4 SP No.2 REACTIONS. (lb/ size).' 22=190010-7-4, 12=2367/0-3-8 Max Uplift 22=-283(LC 4), 12=372(LC 5) FORCES. (lb) - Max. Comp./Max. Ten: - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=1693/ 259, 1-2=-3663/547, 2-3=-3663/547, 3-4=-9559/1435, 4-5=9559/1435, 5-6=-13326/2034,,6- 7=13326/2034, 7-8=-11929/1870, 8-9=11929/1870, 9-10=-4594/725, 10-11=4594/725, 11- 12=-2088/336 BOT CHORD 20-21=1082r7222, 19-20=1082r7222, 18-19=-1871/12396, 17-18=-1871/12396, 16-17=2163/14153, 15- 16=2163/14153, 14-15=1487/9346, 13-14=1487/9346, 12-13=46/286 WEBS 3-20=25/270, 5-18=68/526, 6-17=686/139, 7-16=81/586, 8-15=-723/150, 9-14=-44/394, 1- 21=562/3766,3-21=-3895/586, 3-19=-406/2557, 5-19=3105/520, 5-17i 225/1018, 11- 13=742/4706'9-13=-5201/834, 9-15=-451/2826, 7-15=2435/363, 7-17=905/176 NOTES. 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows. This item has been Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. ' electronically signed and Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc sealed by ORegan, Philip, PE Webs connected as follows, 2x4 -1 row at 0-9-0 oc. _ 2) All loads are considered. equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed copies Of this 3) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15R, B=45ft; L=24ft; eave=oft; Cat. document are not considered II, Exp B. Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the 4) Provide adequate drainage topreventwaterponding. 5) All plates are MT20 plates unless otherwise indicated. Signature must be Verified 6) This truss has been designed for a 10.0'psf bottom chord live load nonconcurrent with any other live loads. On any electronic Copies. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Philip J. O'Regan PE No.58116 will fit between the bottom chord and any other members hliTak USA, Inc. FL Carl 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 22 and 372 lb uplift 69W Parke East Blvd. Tampa FL 33610 at joint 12. Date: 9) Girder tames tie-in span(s): 5-0-0 from 10-7-12 to 21100816-6-12; 5-0-0 from 10-7-12 to 16-6-12 March 9,2018 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 413 lb down and 131 lb up at n 8 ri f4s7dgrs, amarers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. i Q m2Y w_nh MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truu web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stabilityandtopreventcollapsewithPossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabncation, storage, delivery, erection and bracing o1 trusses and truss systems, am ANSUTPII Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY T13452430 P2392ACT FT2 SPECIAL 1 Job Reference (optional) Mid -Florida Lumber. Bartow. FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1-6=100, 6-26=298, 11-26=100, 12-22=10 Concentrated Loads (lb) Vert: 6=413 25=363 6.13u s sep i5 zut f Mt I ek Industries, Inc. i-n mar a iu:bznu zults rage z ID ItiEj_2vgrkv4uEJUYC2jFzkFng-XcQE?TRE3G1uC14jR?XYQmQZjtL2bE6D?5eJiBzcgb3 Q WARNING - Vorffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall i•iYY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fsbncation, storage, delivery; erection and bracing of trusses and truss systems, am ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd 4 safetyInformation available hoes Truss Plata Institute, 218 N. Lee Street, Suite 312. Almundna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C_TRAY T13452431 P2392ACT FT3 SPECIAL 1 J Job Reference (optional Mid-Florida Lumber. Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52.11 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-7o_cCpRsgZ9lpSfw 12nzytwHewKbBMEIOsFdzcgb2 1-11-8 1 3-9-4 5-7-0 7-4-12 9-2- 11-0-4 12-10-0 14-7-12 16-7-0 1-9-12 1-9-72 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-11-4 3x4 II 6xl2 MT20HS = 1.5x4 I I 1 21 2 3 20 2x4 It 10x12 = 2x4 II 5x8 = 4x6 = 2x4 II 6x8 = 2x4 II 11 5x8 MT20HS = Scale = 1:28.8 5x8 = 1.5x4 II 4x6 = 6x8 = 1.5x4 II 6x8 = 1.5x4 II 4 5 6 7 8 9 22 10 4x4 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.40 16 >490 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.55 16 >356 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.07 11 n/a n/a BCDL 5.0 Code FBC2017(TPI2014 Matrix-S Weight: 280 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1D TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-20,2-18,4-18,4-16,6-16,7-15,7-13,9-13,9-11 2x4 SP No.2 2-2-0 oc bracing: 17-18,16-17. REACTIONS. (lb/size) , 20=7232/0-8-0, 11=3189/Mechanical Max Uplift 20=1069(LC 4). 11=-460(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD .1-20=680/108, 1-2=663/98, 2-3=21440/3139, 34=21440/3139, 4-5=24927/3610. 5-6=24927/3610, 6-7=20795/3002, 7-8=-10590/1529, 8-9=10590/1529, 9-10=279/40 BOT CHORD .19-20=1779/12083, 18119=1779/12083, 17-18=-4265/29296, 16-17=4265/29296, 15-16=3002/20795, 14-15=2341/16211, 13-14=2341/16211, 12-113=808/5596, 11-12=808/5596 WEBS 3-18=1075/176, 4-17=353/59, 6-15=-2295/346, 7-14=37/314, 2-20=12918/1901, 2-18=1539/10584, 4-18=-8887/1276, 4-16=4943/742, 6-16=695/4673, 7-15=761/5186, 7-13=-6358/921, 9-13=815/5650, 9-11=6030/871 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. - • Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows. 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except H noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10: Vu8=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.'; GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (6y others) of truss to bearing plate capable of withstanding 1069 lb uplift at joint 20 and 460 lb uplift at joint 11. 10) Girder carries tie-in span(s): 16-8-0 from 0-0-0 to 5-8-0 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6305 lb down and 911 lb up at 5-3-8 on lop chord. The design/selection of such connection device(s) is the responsibility of others This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Carl 6634 69U Parke East Blvd. Tampa FL 3361D Data: March 9,2018 C,&Wj1F7R1R -ARry 9as1gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10103MOIS BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component• not a truss system. Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall ibus :ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty Additional temporary and permanent bracing MiTek' s always required for stability end to prevent coaapse with possible personal Injury and property damage For general guidance regarding the fabrication• storage, delivery, erection end bracing of trusses and truss systems, am ANSVTPI1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East BNtl Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Nexandna. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452431 P2392ACT FT3 SPECIAL 1 JJob Reference(ontionall Mid-Flonda Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=604, 4-10=67, 11-20=7 Concentrated Loads (lb) Vert: 4=6305 B.13u s bep 1 to zui t Mi i eK mausmes. Inc. t-n mar to iu oz if zulo rage z ID:IIiEL2vgrkv4uEJUYC2iFzkFng-?o cCpRsgZ9lpSfw i2nzylwHevvKb8MEIOsFdzcgb2 WARNING - Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 10/01/2015 BEFORE USE. Design valid for use only with MiTekm wnnectorz. This design is based only upon parameters shown. and Is for an individual building component not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y building design. Bracing indicated is to prevent buckling of indMdual true web and/or chord members Doty. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, a" ANSl1TPI1 Ouallty Criteria, DSB4 9 and BCSI Building Component 6904 Parka Fast Blvd Safety Information available from Truss Plate Institute. 218 N. Lea Street, Suite 312. Ale:andna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply ark Sq/Barcelona-A or C TRAY Job 1342 P2392ACT FT4 SPECIAL 1 Reference (optional) Mid-Flonda Lumber. , Bartow. FL. 8.130 s Feb 12 2016 MiTak Industries. Inc Fri Mar 9 14.46.15 2018 Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-tmVmPdLOFhRbc8uDAm5?K9WbhJF?N7YdgdKVoHzce1 s 2-9-5 5-4-14 8-2-4 2-9-5 2-7-9 2.9-6 7x6 = THIS TRUSS IS NOT SYMMETRIC PROPER ORIENTATION IS ESSENTIAL 4x4 = 2 4x4 = 3 1.5x4 II 82x4 II 5 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.05 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) 0.07 6 7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017frP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=1892/Mechanical, 5=2261/0-8-0 Max Uplift 8=-468(LC 4), 5=558(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1657/419. 1-9=3464/856, 2-9=3464/856, 2-3=3658/903. 4-5=597/156 BOT CHORD 7.13=85613464, 6-13=856/3464, &14=903/3658. 5-14=903/3658 WEBS 2-7=-959/263. 1-7=911/3686, 3-5=3892/961 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Scale = 1.15.7 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind:'ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4tt; Cal. II;.Exp B, Part. Encl , GCpi=0.55; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any'other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 468 lb uplift at joint 8 and 558 lb uplift at joint 5: 9) Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 8-7-4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 97 lb up at 7-0-0 on top chord, and 256 lb down and 62 lb up at 1-4-8, 256 lb down and 62 lb up at 3-4-8, and 256 lb down and 62 Ib up at 5-4-8, and 258 Ib down and 63 lb up at 7-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) - Vert, 1-4=335, 5-8 =10 Concentrated Loads (Ib) Vert: 6=256(F) 10=398 12=256(F) 13=256(F) 14=258(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTak USA, Inc. FL Carl 6634 6304 Parke East Blvd Tempe FL 33610 Date: March 9,2018 Q WARNING - vanity design Paramafors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors This design is based only upon parameters shown• and is for an Individual building component, not • a truss system. Before use. the building designer must verity the applicability of design parameters end property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Nord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent waapse with possible personal injury and property damage. For general guidance regarding the fabnution, storage• delivery• erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lea Street. Suite 312, Ale,ndna. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452433 Job P2392ACT FT5 ROOF TRUSS 1 Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:13 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-yB6NdUT6MBOT3moI675F2P2Ez4 Llobhfi3tzJ WzcgbO 2-4-9 4-7-7 74)-0 2-4-9 2-2-13 2-0-9 5x6 = 1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x4 = 2 4x6 3 Scale = 1 13.2 1.5x4 II 4 B 2x4 II 5 4x6 = 2.4-9 2-2-13 2-4-9 Plate Offsets (X Y)— 16'0-30 0-441 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/TPI2014 CSI. DEFL. in floc) I/defl Ud TC 0.29 Vert(LL) 0.04 6-7 999 360 BC 0.95 Vert(CT) 0.06 6-7 999 240 WB 0.61 Horz(CT) 0.01 5 n/a n/a Matnx-P LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3'Except* BOT CHORD 1-7,2-6,3-5: 2x4 SP No.2 REACTIONS. (lb/size) 8=1290/0-3-8, 5=2968/0-4-8 Max Uplift 8=165(LC 4). 5 635(LC 4) Max Grav,8=2225(LC 2), 5=3412(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1723/156, 1-2=3773/317, 2-3=-4684/631 BOT CHORD 6-7=317/3773, 5-6=631/4684 WEBS 1-7=-345/4104, 2-7=767/199, 2-6=344/1263, 3-6=242/1899. 3-5=5096/687 PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row ai 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggeied at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=oft; Cat. 11, Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live, load.of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 8 and 635 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-94, 357 lb down at 3-9-4, and 357 lb down at 5-9-4, and 2599 lb down and 698 lb up at 5-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit Vert: 14=100, 5-8=10 . Concentrated Loads (lb) Vert. 6=217 9=217 10=-90(F) 11=217 12=-90(F) 13=2689(F=90. B=-2599) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTsk USA, Inc. FL Cart 6634 6981 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEk REFERENCE PAGE Mll•7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabJiry, ind to prevent coijapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage• delivery• erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DS849 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Nexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Barcelona-A or C TRAY T13452434 P2392ACT G1 MONO HIP 1 1 Job Reference (optional Mid-Florida Lumbeir, Bartow, FL. 8.130 s Sep 15 2017 Milek Industries, Inc. Fn Mar B 1U:52:14 2U18 rage 1 I D:I ti EL2 vq rkv4 u E J U Y C 2 j F z k F n g-O N g l rq U 17 U Y Kg wN Vg q cU b ca K I U nj X28ov4 cW ryz cg b? 12 5-11-0 7-11-0 1 12 5-11-4 2-0-0 4x4 = 3 12 4 6x6 II 1. 5x4 II 3x4 = 10 1 d Scale = 1,28 5 LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.63 BC 046 WB 0.60 Matrix - MP DEFL. in Vert( LL) 0.10 Vert( CT) -0.20 Horz( CT) 0.01 loc) Vdefl Ud 7- 8 >963 240 7- 8 >461 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 8=387/0-8-0, 10=280/0-1-8 Max Horz 8=187(LC 12) Max Uplift 8=87(1-C 12), 10=130(LC 12) Max Grav 8=387(LC 1), 10=311(LC 17) FORCES. '( Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 2-8=-315/210 BOT CHORD 7-8=-256/151 WEBS 4-10=316/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Part: Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 7-6.12 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding.. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has been will fd between the bottom chord and any other members. electronically Signed and 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify of sealed by ORegan, Philip, PE capacitybearingsurface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10 using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 8 and 130 lb uplift at Printed copies of this joint 10. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.5E126 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9.2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE M11.747s rev. 10/017015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall Y building design. Bracing Indicated is to prevent buckling of individual [was web and/or chord members only. Additional temporary and permanent bracing M iTe k• isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPl1 Ouallty, Criteria, DSBda and SCSI Building Component 6904 Parke East Blvd. Safety Internist lonr available from Truss Plate Institute. 2118 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBarcelona-A or C TRAY T13452435 P2392ACT G2 MONO HIP 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:14 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkFng-ONglrgU17UYKgwNVggcUbraJvUooX1 UowjcWryzcgb? 1-0-12 4.7-4 7.11-4 1 12 1 4-7-4 3-4-0 1.AX4 i. LOADING (psf) SPACING- 2-D-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.66 TCDL 100 Lumber DOL 1.25 BC 0.39 BCLL 0.0 Rep Stress Incr YES WB 0.70 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. lb/size) 8=387/0-8-0, 10=28010-1-8 Max Harz 8=113(LC 12) Max Uplift 8=105(LC 12), 10=113(LC 12) Max Grav 8=387(LC 1). 10=297(LC 17) FORCES. (Ib) = Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 2-8=-308/217' WEBS 4-10=304/236 4x4 = 12 6x8 MT20HS 11 3x4 = 10 jap d DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.15 7-8 >630 240 MT20 244/190 Vert(CT) -0.19 7-8 >480 180 MT20HS 187/143 Horz(CT) 0.02 10 n/a n/a Scale = 1.24 8 Weight: 50 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Part. Encl.. GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-0, Exterior(2) 4-8-0 to 7-6-12 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at,joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I . 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 113 lb uplift at joint 10. . This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Ced 6634 6304 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rsv. 10/03/2015 BEFORE USE. Design valid for use only with MITek10 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated a to prevent buckling of individual truss web and/or chord members only. Additional temporary end permanent bracing M iTe k, Is always required for stability and to prevent collapse, with possible personal injury and property damage. For general guidance regarding the fabrication, storage. gelkrery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available tram Truss Plate Institute. 218 N Lee Street, Suite 312. Nexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452436 P2392ACT G3 COMMON 1 1 o Reference footionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 M7ek Industries, Inc. Fn Mar 9 10:52:15 2016 Page 1 ID:IliEL2vgrkv4uEJUYC2jFzkFng-uaE72AVNuogBl4yh DY7j7g7YCuA5GcOy9N M400zcgb_ 3-8-0 7-11-4 13-8-0 4-3-4 1.0.12 Scale - 1.24.9 4x4 = 4x6 10 9 6.00 F1_2 2 3x4 11 1 x4 11 5 3x4 11 3.8-0 4-3-1 0. 12 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.05 5-6 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=387/0-8-0, 10=280/0-1-8 Max Horz 10=95(LC 11) Max Uplift 5=130(LC 12), 10=88(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-310/294 WEBS 1-10=292/226- NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-1d; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=1511t; B=45ft, L=24ft, eave=oft; Cat. II, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0. Interior(1) 6-8-0 to 9-0-0 zone; end vertical right exposed,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on -the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 5 and 88 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 hliTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33619 Data: March 9,2018 WARNING -Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors This design is based only upon parameters shown. and is for an individual building component, not • a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• I ahvays required for stability and prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage• delivery. erection and bracing of trusses arid truss systems. tee ANS1rrPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke Fast BNd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY T13452437 P2392ACT G4 HIP 1 1 Job Reference (optional Mid-Flonds Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:52:16 2018 Page 1 I D:IIiEj_2vgrkv4uEJUYC2jFzkFng-MmoVFWV7f6o2wDXtnFeyg 1 gg_I Va?3g5015dvrzcgaz 2-0-0 5-041 7-11.4 F 9-0-00 2-01 24W 2-11.4 1-0-12 4x6 15 12 11 4x4 = 4x4 = EDO 12 2 13 3 oxq — i.oxr n r oxv n 6 3x4 II 2.41 2-M 2-11.4 12 Plate Offsets (X Yl-- 14 0-2-0 0-1-121 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip COL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 cSl. DEFL. in loc) I/defl Ud TC 0.56 Vert(LL) 0.06 7-8 999 240 BC 0.37 Vert(CT) 0.07 7-8 999 180 WB 0.15 Horz(CT) 0.00 6 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=424/0-8-0, 12=323/0-1-8 Max Horz 12=-111(LC 8) Max Uplift 6=209(LC 8), 12=177(LC 8) Max Grav 6=425(LC 18), 12=324(LC 17) FORCES. ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 1-2=-260/184, 3-4:-281/173, 4-6=329/186 WEBS . ' 1-12=338/189 . Scale = 1:21.0 PLATES GRIP MT20 2441190 Weight: 40 lb FT = 20 % Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=oft, Cat. II; ExpB; Part. Encl., GCpi=0.55; MWFRS (directional); end vertical right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord Iive'load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 8) Provide, mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 177 lb uplift at joint 12. . 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 lb up at 2-4-0; and 9 Ib down and 76 lb up at, 3.8-0, and 65 lb down and 169 lb up at 5-0-0 on top chord, and 26 lb down and 27 lb up at 2-4-0,'and 12 Ib down and 13 lb up at 3-8-0, and 26 lb down and 27 lb up at 4-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=60, 34-60, 4-5=-60, 6-10=20 Concentrated Loads (lb) Vert: 2=18(F) 3-18(F) 8=14(F) 7=14(F) 13=-9(F) 14=8(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.59126 Wok USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - VarUy dealpn panmafas and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 —. 10103/20/5 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall •i- building design. Bralcing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is ahvaysrequlretlforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Ouality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/Barcelone-A or C_TRAY T13452438 P2392ACT H1 MONO HIP 1 1 Job Referenceotoa Mid -Florida Lumber, Bartow, FL. 8.13U s Sep tb 2U1 / roff ex industries, inc. rn near 9 10 52 17 2018 rage 1 ID:ItiEj_2vgrkv4uEJUYC21FzkFng-gyMtTs WdOPwvXN64Lz9BDFCychvOkXrFchrARHzcgay 2-10-0 5-8-0 1 2-10-0 2-10-0 Scale = 1:14.1 4x4 = 3x4 = 3 4 31 2x4 = 5 1 5x4 11 LOADING (pS0 SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 6-9 >999 240 MT20 244/190 Vert(CT) -0.01 6-9 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=215/Mechanical, 2=28610-3-8 Max Horz 2=73(LC 12) Max Uplift 5=70(1_C 9), 2=-93(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/134 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf: h=25ft; B=45ft; L=24ft, eave=oft, Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-0, Extenor(2) 2-10-0 to 5-6-4 zone;C-C for members'and forces 6 MWFRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 5 and 93 lb uplift at joint 2. This Item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 hliTak USA, Inc. FL Cort 6634 GSU Parke East Blvd. Tempe FL 33610 Date: March 9,2018 Q WARNING - Verity design paramat— and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekS, connectors. This design is based only upon parameters shown, and is for an individual building component, not • truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall i.Y building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braang M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncatron, storage, delivery, erection and braang of trusses and truss systems, see ANSVTPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Las Street. Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job • Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452439 P2392ACT H2 COMMON 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow; FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:18 2018 Page 1 I D:ItiEL2vgrkv4uEJUYC2jFzkFng-I BvGgCXFBj2m9XhGvggOIS17d5ERT7fOrLakzjzcgax 2-10-0 5-M 2-1 D-0 2-10-0 1 4x4 = 2x4 = 2x4 = Scale = 1,14.5 i 2-10-0 2-10-0 I 5-M 2-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 5-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 5-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matnx-MP Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=238/Mechanical, 3=309/0-3-8 Max Horz 1=36(LC 6) Max Uplift 1=71(LC 8). 3=-122(LC 8) Max Grav 1=249(LC 17), 3=316(LC 18) FORCES. (lb) - Mac: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14=-334/113, 2-3=333/111 BOT CHORD 1-5=-66/277. 3-5=66/277 NOTES- 1) Unbalanced roof live loads have' been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45fl; L=24ft; eave=oft, Cat. Il; Exp B. Encl., GCpi=0.18,WWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has bean designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the pottom chord and any other members. 5) Refer to girder(s) for -truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1 and 122 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 170lb up at This item has been 2-10-0 on top chord, and 26 lb down at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the electronically signed andresponsibilityofothers. , 8) In the LOAD CASE(S)'section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by ORegan, Philip, PE using a Digital Signature. LOAD CASE(S) standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (pill signed and sealed and thegVert: 1-2 , 60, 2-4=60; 6-9=20 Concentrated Loads (lb) ' signature must be verified Vert: 5=2fifl2=8(F) on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Data: March 9,2018 Q WARNING - Verify design Parameters and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown. and Is for an Individual building component, not • a truss system Before use. the building designer must verify the applicability of design parameters and properly mcorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' u always required for stabauy mind to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fo brication. storage, delivery, traction and bracing of trusses and truss systems, am ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate, Institute, 21a N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C TRAY T13452440 P2392ACT J2 JACK 1 1 Job Reference (optional) Mid-Flonda Lumber. Bartow, FL. 8.13U s Sep 15 2017 MITeK Industries, Inc. hn Mar 9 1U b2:19 2U16 Page 1 ID ItiEj_2vgrkv4uEJUYC2jFzkFng-mLTeuYYtylAdnhGSSOBflgHleVbrCSjY47KHW9zcgaw 1-0-0 2-10-0 r 1-04) 2-10-0 Scale = 1.11 7 2x4 = ii 2-10-0 2 10.0 i LOADING fpsf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=66/Mechanical, 2=182/0-3-8, 4=34/Mechanical Max Horz 2=75(LC 12) Max Uplift 3=39(LC 12), 2=61(LC 12), 4=1(LC 9) Max Grav 3=77(LC 17). 2=182(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Part. Encl.,, GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-D-0, Intenor(1) 2-0-0 to 2-94 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wdh any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3, 61 Ito uplift at joint 2 and 1 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: March 9,2018 Q WARNING • VuVfy design pammofors and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekm connectors. This design is based only upon parameters shown. and is for an individual building component, nor a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall Y building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage• delivery. erection and bracing of trusses and truss systems. see ANSVTP11 Quality Criteria, DSB49 and BCS1 Building Component 6964 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452441 P2392ACT J3 JACK 3 1 Job Reference (ootignal) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mffek Industries, Inc. Fn Mar 9 1U:SZ:19 2U1N Page 1 ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-mLTeuYYty t AdnhGSSOBflgHCtVYiCSjY4?KH W9zcgaw 1-0-12 2-11-4 1-0-12 2.11-4 — - Scale = 1 18 8 3x4 = 0-0-12 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.01 4-5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MR Weight 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical Max Horz 5=127(LC 12) Max Uplift 5=19(1_C 12), 3=-67(LC 12). 4=22(LC 12) Max Grav 5=198(LC 1), 3=89(LC 17), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind..ASCE 7-10:•Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cal. II; Exp B. Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone, end vertical left exposed;C-C for members and forces & MWFRS for reactions shown. Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to giider(s) for truss to truss connections. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ili uplift at joint 5, 67 lb uplift at joint 3 and 22 Ib uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 Milk USA, Inc. FL Cart 6634 69(U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design paramotars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 row. 1010=015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall a- building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type city Ply Park SgBercelona-A or C TRAY T13452442 P2392ACT JS JACK 4 1 oReference o do a Mid -Florida Lumber, , Bartow, FL. tf.1ju s sep a zut I mi I eK mausmes, Inc. r•n mar ti ruaczu zu to rage I I D:ItiEj_2vgrkv4uEJ UYC2jFzkFng-EX 105uYVj KITOrreO5jugtgPf,ACxvyhJf3g2czcgav 1-0 0 5-0-0 1-0-0 5-0-0 Scale = 1:17.0 2x4 = 5-0.0 5.0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 4-7 >988 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight, 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical Max Harz 2=108(LC 12) Max Uplift 3=64(LC 12), 2=73(LC 12) Max Grav 3=127(LC 1), 2=264(LC 1). 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 Ib uplift at I oint 2. , This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regen PE No.58126 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - VerHy design pan —fairs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members ony. Additional temporary and permanent bracing M iTek' building required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrcation, storage, delNery, erection end bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd safety Information available from Truss Plate Institute, 21a N Lee Street. Suite 312. Alexandna, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C TRAY T13452443 P2392ACT J7 JACK 17 1 Job Reference (optional Mid-Flonde Lumber, Bartow, FL. 8.13U s Sep 15 ZU17 Milek Industries, Inc. Fn Mar 9 lU bZ.ZU 2U1t1 Page 1 ID:19EL2vgrkv4uEJ UYC2j FzkFng-EX 105uYVjj KITOrre051ugtgKhvppxvyhJf3g2czcgav 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = 4 7-D-0 i 7.0.0 Plate Offsets (X.Y1— 12.Edge.0-0-41 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.12 4-7 679 240 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.24 4-7 348 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MP LUMBER- BRACING - Scale = 1:21.8 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-3-8, 4=90/Mechanical Max Horz 2=141(LC 12) Max Uplift 3=93(LC 12), 2=82(LC 12) Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3) FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind, ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=24ft, eave=oft, Cat. II, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Inlenor(1) 2-0-0 to 6-114 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) %This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will•fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) O.rovide mechanical connection (by -others) of truss to beanng plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 61iTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 ray. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall buading design Bracing indicated is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent c002pse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSIRPII Ouallty Criteria, DSBa9 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelona-A or C TRAY T13452444 P2392ACT J7T SPECIAL 3 1 Job Reference (optional) Mid-Flonda Lumber, Barlow, FL. 8.13U s Sep lb ZU1I MI I ex industries. Inc. hn Mar B IU:0Z:zl Zulu rage 1 I D:IUEj_2vgrkv4uEJUYC2jFzkFng-jjbOJDZ8UeQK0?QraoE7N5NTFJCIgMCgXJpOa2zcgau 1-0-0 2-1-12 2 7-M 1-0-0 2-1-12 0- - 2 4-8-8 111 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 10.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=214/Mechanical, 2=35210-3-8, 5=49/Mechanical Max Horz 2=143(LC 12) Max Uplift 4=101(LC 12), 2=91(LC 12) Max Grav 4=214(LC 1). 2=352(LC 1), 5=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.21.7 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.20 3 -394 240 MT20 244/190 Vert(CT) -0.31 3 >263 180 Horz(CT) 016 5 n/a n/a Weight. 25 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl.,•GCpi=0:18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been -designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ttie bottom chord and any other members. 4) Refer to girder(s) for .truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 91 lb uplift at joint 2. 6) Beveled plate or shim.required to provide full bearing surface with truss chord at joint(s) 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 Walk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33611) Date: March 9,2018 O WARNING - Verity design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mrrekm connectors This design is based only upon parameters shown, and Is for an individual building component, not • a truss system Before use, the builtling designer must verify the applicability of tlesign parameters and property incorporate this design into the overall ss• building design. Braung indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braung M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabnution, storage, delivery, erection and braung of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instnute. 218 N. Lee Street, Suite 312, Maxancins. VA 22314. Tampa, FL 36610 Job Truss Truss Type Park SgBarcelona-A or C TRAYOtyPty T13452445 P2392ACT KJ2 JACK 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:23 2018 Page 1 I D:IUEL2vgrkv4uEJUYC 2jFzkFng-f6j9jvbO?Fg2Fl7DhDGbS WSzz6xY8Gi7?dl Vfxzcgas 1-5-0 4-0-1 1-5-0 4-0-1 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017rTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 CSI. DEFL. in loc) Udefl L/d TC 0.19 Vert(LL) 0.01 4-7 999 240 BC 0.16 Vert(CT) 0.02 4-7 999 180 WB 0.00 Horz(CT) 0.00 2 n/a n/a Matnx-MP REACTIONS. (lb/size) 3=94/Mechanical, 2=256/0-5-11, 4=47/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-49(1-C 8), 2=-96(LC 8) Max Grav 3=94(LC 1). 2=256(LC 1), 4=70(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.5 PLATES GRIP MT20 244/190 Weight 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat II;'Exp B; Part. Encl., GCpi=O 55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hag been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of trussito bearing plate capable of withstanding 49 lb uplift at joint 3 and 96 lb upiift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 27 lb up at 1-6-12, and 3 lb down and 27 lb up at 1-6-1.2 on top chord, and 2 lb up at 1-6-12, and 2 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=60, 4-5=20 Concentrated Loads (lb) Vert 9=4(F=2,B=2) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.511126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Temps FL 33610 Dots: March 9,2018 Q WARNING - verify design paramelars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rsv. 10/03/2015 BEFORE USE. Design valid for use only with Mrek® connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indmdual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety'lidormatlon available from Truss Plate Institute, 216 N. Lee Street, Suns 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Perk Sq/Barcelona-A or C TRAY T13452446 P2392ACT KJ3 JACK 2 1 b Reference loptionall Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:24 2018 Page 1 ID'IUEL2vgrkv4uEJUYC2jFzkFng-71HXxFcOmZovtS8QFxnq?j?7i WGSgyHDH 12BNzcgar 1-" 4-1-14 Scale = 1:18.7 5 2x4 11 4-1-14 4-1-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matnx-MR Weight 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=78/Mechanical, 5=231/0-11-5, 4=33/Mechanical Max Horz 5=127(LC 8) Max Uplift 3=86(LC 8), 5=-149(LC 8), 4=39(LC 8) Max Grav 3=78(LC 1), 5=231(LC 1), 4=70(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-, 1) Wind:' ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft; eave=oft, Cat. If. Exp•B, Part. ErIcL, GCpi=0.55; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This,truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 4) Refer to'girder(s) for truss to truss connections." 5) Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 86 lb uplift at joint 3, 149 lb uplift at joint 5 and 39 lb uplift at joint 4. 6) Hangtar(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb up at 1-6-12, and 101 lb up at 1-6-12 on top chord, and 45 lb up at 1-6;12, and 45.Ib up at 1-6.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been electronically signed andLOADCASE(S) Standard 1) Dead +Roof Live (balanced) 'Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PE Uniform Loads (plf) using a Digital Signature. Vert: 1-2=60, 2-3=60, 4-5=20 - Printed copies of this Concentrated Loads (lb) document are not Considered Vert: 6=66(F=33, B=33) 7=7(F=3, B=3) Signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 Wrok USA, Inc. FL Cart 6634 6904 Park* East Blvd. Tempe FL 3361D Date: March 9,2018 Q WARNING - Verily dealgn paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0N201S BEFORE USE. Design valid for use only with Mrrekm connectors. This design Is based only upon parameters shown. and Is for an individual building component. not 7 ®• e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevem collapse with possible personal Injury and property damage For general guidance regarding the fabrication• storage, delivery. erection and bracing of trusses and truss systems. see ANSVTPi1 Quality Criteria, DSB49 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 366110 Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY Ti3452447 P2392ACT KJ5 JACK 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:25 2018 Page 1 I D:I li EL2 vgrkv4 u E J UY C 2l Fzk F ng-b Vgv8bceXtwmVr4cpe 13XxX9ywWa cAC Q Sxnbj pzcgaq 1-5-0 3-M 7-0.14 1-5-0 3-9-6 - - - 3-3-8 Scale = 1' 16.7 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rTP12014 CSI. TC 0.80 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Ltd Vert(LL) -0.11 4-7 >781 240 Vert(CT) -0.25 4-7 >341 180 Horz(CT) 0.00 2 rite n/a PLATES GRIP MT20 244/190 Weight 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 3= 1 83/Mechanical, 2=375/0-5-11, 4=95/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=79(1-C 8). 2=-118(LC 8) Max Grav 3=183(LC 1). 2=375(LC 1), 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft, Cal. Il; Exp B; Encl , GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the.bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to tiearing plate capable of withstanding 79 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) Hanger(s) or other connection deice(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1- 6-12. 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 44_lb up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12,,and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been LOADCASE( S) electronically signed and Standardsealed by ORegan, Philip, PE 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill ., using a Digital Signature. Vert: 1-3=60. 4-5=20 Printed copies of this Concentrated Loads'(Ib) document are not considered Vert: 10=4(F=2, B=2) 11=1O(F=5, B=5) signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tempe FL 33610 Date: March 9,2018 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrekm connectors. This design Is based only upon parameters shown, and is for an individual building component, nor - a truss system. Before use -the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Intjlcated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek* is always required forstabllity.ana to prevent collapse with possible personal Injury and property damage. For general guidance regarding the rebncation, storage, delivery: erection and bracing of trusses and truss systems, am ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East BNd Safety Inforntatlow available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park SgBarcelona-A or C TRAY T13452448 P2392ACT I KJ7 JACK 5 1 ot) Reference (optiona Mid-Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:26 2018 Page 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-3hOHMxdGIA2d6mioNMg1484RFKuvLYnZhaW9FFzcgep 1-5-0 52-5 I 9-10.13 1-SO 52-5 4-8-8 Scale c 1:21.9 2x4 = 1.5x4 II 5 3x4 = 52-5 4-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight 42 Ib FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Iblsize) 4=128/Mechanical, 2=511/0-5-11, 5=328/Mechanical Max Horz 2=142(LC 8) Max Uplift 4=70(1_C 8), 2=-148(LC 8), 5=69(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD'. 2-3=775/136 BOT CHORD 2-7=-208/708, 6-7=208r708 WEBS 3-7=0/275, 3-6=769/225 NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108rrph; TCDL=4.2psf, BCDL=3.Opsf: h=25ft: B=45111; L=24ft; eave=oft; Cat. Il; Exp B, Encl., GCpi=0.18; MWF.RS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been -designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between -the bottom chord and any other members. . 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint 4, 148 Ib uplift at joint 2 and 69 Ib uplift at joint 5. 6) Hanger(s) or other cofinection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 11 Ib up at 1-6-12, 3 Ib down and.1.1 Ib up at 1-6-12, 3 Ib down and 44 Ib up at 4-4-12, 3 Ib down and 44 Ib up at 4-4-12, and 27 Ib down and 77 Ib up at 7-2-11,'and 27 Ib down and 77 Ib up at 7-2-11 on top chord, and 2 Ib up at 1-6-12, 2 Ib up at 1-6-12, 5 Ib down at 4-4-12, 5 Ib down at 4-4-12, and 20 Ib down at 7-2-11, and 20 Ib down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)• Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 5-8=20 Concentrated Loads (lb)' Vert: 13=53(F=27, B=27) 14=4(F=2, B=2) 15=10(F=5, B=5) 16=-35(1`=17, B=17) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Csr16634 6904 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is ehvays required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSUTP11 Quality Criteria, DSBd! and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park SgBarcelona-A or C TRAY T13452449 P2392ACT KJ7T SPECIAL 2 1 o ee ce o t'o Mid -Florida Lumber; Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:52:27 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2j FzkFng-XtyfZHeu3UAUkwt?w3LXdMdV 1 j6b40?jwEGioizcgao 1-' 3-2-2 6-4-11 9-10-13 1.5-0 3-2-2 3-2-9 3.6-1 a 3 axq n 4x4 = Scale = 1,21.4 3-2-2 6-4-11 9-10.13i 3-21 3-2-9 3b1 i Plate Offsets (X.Y>-- 12:0-4-3.Edge1. 13:0-0-8.0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.23 3-8 >521 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.47 3-8 >253 180 BCLL 0.0 Rep Stress Ina NO WB 0.30 Horz(CT) 0.18 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 1G•0-0 oc bracing. 3-9: 2x4 SP No.3, 3-6. 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical Mai Horz 2=142(LC 8) Max Uplift 5=40(LC 8), 2=-148(LC 8), 6=101(LC 8) FORCES. (lb) - Max CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4==1015/253 * I BOT CHORD 3 8=-312/978; 7-8=313/981 WEBS 4-8=-27/299, 4-7=1056/337 r NOTES- 1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for i 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 148 lb uplift at joint 2 and 101 lb uplift at joint 6.. This item has been 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at electronically signed and1-6-12, 3 lb down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top sealed by ORegan, Philip, PEchord, and 2 lb up at 1-0-112, 2 lb up at 1-6-12,; at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, using a Digital Signature. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies of this document are not considered LOAD CASE(S) standard signed and sealed and the1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) signature must be verified Vert: 1-8=60, 3-5=-60, 9-10=20, 3-6=20 on any electronic copies. Concentrated Loads (lb) Philip J. O'Regan PE No.58126 Vert: 14=66(1`=33, 13=33) 15=4(F=2, B=2) 17=2(F=-1, B=1) MiTekUSA, Inc. FLCart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: March 9, 2018 Q WARNING- Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10103,7015 BEFORE USE. Design valid for use only with MRekm connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicabllity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' I alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryendpropertydamage. For general guidance regarding the fabdcatton, storage, delivery; erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insinuia, 218 N. Lee Street. Suite 312, Nexandna. VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C_TRAY T13452450 P2392ACT M1 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:5Z:27 2018 Page 1 ID IbEL2vgrkv4uEJUYC2jFzkFng-XWHeu3UAUkwt7w3LXdMdbKj7044hjwEGioizcgao 3x4 = 3 2x4 II Scale = 1.17.0 LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TPI20114 CSI. TC 0.42 BC 0.86 WB 0.00 Matrix -MP DEFL. in floc) Udefl Ud Vert(LL) -0.05 3-5 >999 240 Vert(CT) -0.10 3-5 >592 180 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing. REACTIONS. (lb/size) 1=513/0-3-8, 3=597/Mechanical Max Harz 1=81(LC 8) Max Uplift 1=11C(LC 8), 3=177(LC 8) FORCES. (lb) - Max.'Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=oft: Cat. Il; Exp B; Encl.; GCpt=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0p9f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 1 and 177 lb uplift at joint 3. t 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 41 lb up at 1-1-13, and 606 lb dowr) and 181 lb up at 3-0-12 art bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been electronically signed andLOADCASE(S) Standard .. sealed by ORegan, Philip, PE1) Dead + Roof Live (balanced): Lumber Increase=1.25,\Plate Increase=1.25 Uniform Loads;(plf) using a Digital Signature. Vert. 172=60, 1-3=20 Printed copies of this Concentrated Loads (lb) r document are not considered Vert 5=116(B) s= sos(B) signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Date: March 9,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mnek® connectors This design is based only upon parameters shown, end Is for an individual building component. not • e truss system Before use, the building designer must venty the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* u always requiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East BNd Safety Information available from Truss Plate Institute. 21a N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq/Barcelona-A or C TRAY T13452451 P2392ACT M2 JACK 1 1 Job Referenceo do a Mid -Florida Lumber, ' ' Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:28 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-74 W2ndfXgoJLM4SBUnsm9Z9nl7alpXxs8u?GKBzcgan 5-0.0 5-0-0 2 B 3x4 = 3 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.03 3-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 044 Vert(CT) 0.06 3-5 972 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=463/0-3-8.3=349/Mechanical Max Horz 1=81(LC 8) . Max Uplift 1=121(LC 8), 3=125(LC 8) FORCES. (lb) -Max. -Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1,17 0 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45fl; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on'the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottoM chord and any other members. 4) Refer to girder(s)•for tniss to truss connections.' I 5) Provide mechanical co0nection (by others) of truss to beanfig plate capable of withstanding 121 lb uplift at joint 1 and 125 lb uplift at joint 3. 6) Hanger(s) or other connection device(s),shall be provided sufficient to support concentrated load(s) 235 lb down and 92 lb up at 0-10-12, and 188 b down and 88 lb up at 2-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1_.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 1-3=20 Concentrated Loads (Ibj Vert 5=235(F) 6=188(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 M1Tak USA, Inc. FL Cert 6634 63U Parke East Blvd. Tempe FL 33610 Data: March 9,2018 Q WARNING - Vorffy design parsmafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 ray. 10/03/2015 BEFORE USE. Design valid for use only with M)Tek® connectors This design is based only upon parameters shown, end is for an individual building component. not - a truss system. Before use, the building designer must verity the applicability of design parameters end property Incorporate this design into the overall building design. Bracing,fndicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is always required for stability and Ip prevanf collapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage• delwifry, erection and bracing of trusses end truss systems. see ANSUTPit Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availaole from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandra. VA 22314. Tampa. FL 36610 Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'}16 r For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of theroutput. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS ci-2 cx-3 4 O U L;ec;, O U a A u U O a I- cra Cr-7cs s O F BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never slack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 rt. spacing, established by others. or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truis member or plate without prior 2012 MiTek® All Rights Reserved approval of an engineer. 17. Install and load vertically unless indicated otherwise. MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 18. Use of green or treated lumber may pose unacceptable environmental, health'or performance risks. Consult with . project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria` i, 24" I 7'- 4" 15'- 11 1/2" WALLI 21'- 0 1/2" > 6'- 0" I I 5'- 8" I 7'- 0" 1 I I I I I I F3 F5A Iry -at I 3/4 U U U U F2 FS U U C a a CJ3 F2 F5 v v H LL LL LL LL CJ5 F2 F5 J7 F2 F5 J7 F2 F5 J7 F12 F1 a F8 ICI a s e FT5 2-PLY v a 91- 10 1/2" JJ J7 F8F1e F12 3 F1 5 411 HGUS26-3 e e v V n O0 J7 F8 OsF12aII C B3 CJ5 B1 2-PLY F10 FT3 3-PLY B2 2-PLY 2nd FLOOR WALL v LL F8 F8A 2-PLY I Nlv> C U B4 3-PLY I av vv vv av vv vv p .. F9V F9 a e CJ v JCJ5 i.i v. 12'- 2" F9 a I e a a J3 2 x 6 LEDGER BOTTOM AT 10'- 8 u- CJ3 I p a J3 1i 1i u- 1i ii ii e._ 4, e LL F9 J3 1 V V I 007 0 0vV CJ H- r; r; F9A U 10= 8 BAG. HGT. 2'- 3 1/2'' I _ 12'- 8" I _ 11'- 8" _ I _ 6'- 10 l'/2" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. LVL BM. BOTTOM 3'- 0„ 1 1'- 7 3/4" HEEL AT 9'- 4" 12'_ 4" 9'- 4„ I - NOTE: 2nd FLOOR OVER ENTRY CEILING AT 9'- 4" FIRST FLOOR 0 co APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band 1 TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12TOP= 2x4 6.0PPP' 12 Tnl Inn rK Ir1 MrT A 11 d L 23 - HHUS46 FLR. HGRS O 1 - HGUS26-3 3-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP CHORD LIUE 200 TOP CHORD LIUE 400 TOP CHORD DEAD 100 TOP CHORD DEAD. 100 BOTTOM CHORD DEAD- 100 BOTTOM CHORD DEAD 5.0 TOTAL LOAD (PSF) 400 TOTAL LOAD (PSF) 550 STRESS INCREASE: 125 ISTRESS INCRERSE 10 THIS TRUSS SYSTEM MRS BEEN OESIWD WITH LORDS (ENERATED BY 140 M91 WINDS USK 42 PSF TOP CHORD DERD LORD FIND 30 PSF BOTTOM CHORD DEAD LOAD 0 MILES FROM HURRICANE OCERNLIrE. CRT. IL E)?. B MCE 7-10) 2392 - A or C 12" TRAY CLG. OPT. P2392ACT Ramp Park Square Homes LEDs MIM Mm Barcelona - A or C a L' WA 01R 7-21-17 W'"" B 'ax a .o ZD 19 1/2" 24" 24" T- 0" 19'- 11 1 /4" I I Z§ I 9.-9.. I 9'- 3" I 9 1 /4" 12'- 8" 30'- 2" 1 9'- 6" ,I I I NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED. APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 i 2x4 Cont. Band TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12TOP= 2x4 6.0PPP' 1•I i o 12 a 12" TRUSS END DETAIL J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR o ao MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS I (AI INC, C(NI ITInNS SECOND FLOOR 2392 - A or C TRAY CLG. OPT. P2392ACT I N/A I'z1-17r em- RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form kVNG -N Permit # # 1 8- 1 6 2 6 SPOL Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll U Automatic Other 2. Windows ' Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement , Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349 1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Descri tion(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofinq slate Cements/ Adhesives / Coating' Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components - Wood Connectors / Anchors Truss Plates :. . Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signatu Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 3 It,. f F. Business & Professional Regulation BCIS Home Lop In I User Registration Hot Topics I Submit Surcharge I Slats s Facts ; Publications FBC Stall ; BCIS Site Map I Links I Search Ill tua Product Approval USER: Public User Product Approval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL8871-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan ]. King, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R8 COI (b) Certificate of Independence pdf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL6871 R8 Eauiv (b) Eauivalencv of Standards.Ddf http://rw.floridabuildinQ.oror/pr/pr_app_dtl.aspx?param=\vGEVXQ\N tDgty3Ij Wak2nHrp... 2/10/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/17/2017 Date Validated 10/17/2017 Date Pending FBC Approval 10/19/2017 Date Approved 12/12/2017 Summary of Products FL # I Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL6671 RS II (b) Inst 8871.1.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.1.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL6871 R8 II (b) Inst 8871.2.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft T6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.i)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and' installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.4.0f Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.1)df specific Model and for any -other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.5 e. "FiberClassic" or "SmoothStaC Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.5.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. http:/HNA-A Nx.floridabuiIding.org/pr/pr_app_dtl.aspx?param=-ArGEVXQ\A tDgty3Ij Wak2nHrp... 2/10/2018 Florida Building Code Online Page 3 of 3 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 I1 (b) Inst 8871.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (bl Eval 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871 7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h. "FiberClassic", "SmoothStar", 60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8671 R8 I) (b) Inst 8871.8.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 RS AE (b1 Eval 8871.8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL6871 R8 11 (b) Inst 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8671 R8 AE (b) Eval 8871.9 Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) Badc Nett Contact Us :. 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 650-487-1824 The State of Flonda is an WEED employer Copvridht 2007-2013 State of Florida :• Privacy Statement •: Accessibility Statement Refund Statement Under Florida law, email addresses are public records. If you do not want your -e-mail address released in response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487 1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: LZyeanUl Credit Card Safe http://vA,%N-Ar. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,AgDgt),3Ij Vdak2nl-h p... 2/ 10/2018 THERMAITRU. THERMA TRU DOORS 1 1 E3 INDUSTRIAL DR., EDGERTON, H 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING . GENERAL NOTES WPAc r I. This product has been evaluated and is in compliance with the 61h Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shag be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used In the "HVHr this product compries with Section 1626 of the Florida Bulding Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVH1" requiring wind bome debris protection, this producf complies wish FBC Sections 1609.1.2 b R301.2.1.2 and does not require an Impact resistant covering. This product meets missile level "V and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2.II. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration requirements for'mfir. 8. Inswing configurations and outswing configurations using sill item If 5 under the door do not meet the water Infillralion requirements for the "HVHZ" and shall be installed only in non -habitable areas oral habitable local Ions protected by an overhang or canopy such that the angle between fho edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS Typical elevations, design pressures 8 general notes Door panel detals (Smooth star) FSHEET# DESCRIPTION Door panel decals (fiber classic) Hadzontal cross sections Vertical cross sections Buck and frame - 2X buck masonry construction 7 frame anchoring - 1 X buck masonry construction 8 BiH of Materials r Components 37.7SMAX. FRAME WIDTH 36.00" MAX. I PANEL WIDTH L) la m x x d ri a i$ N P P n omz°.0 tq Co err z o m o if I11 U n .: z v Z 6 Zo UaEmIntj OL O m a V' sDESI-dWPRESSURE.(PSF), r" D-OR.TYFE_, t .SWING: ': FRAME DIMENSIO P,OSIi1VE'.."; NEGA71VE4t:j-jL -' . - -' INSWING 37.75" x 98.00" 80.0 80.0 SMOOTH OUTSWING 37.75" x 96.50" 80.0 80.0 STAR INSWING 37.75" x 98.00" 80.0 80.0 FIBER OUTSWING 37.75" x 76.50" 80.0 80.0 CLASSIC See Sheol B for design pressure "IcIlons. N.T.S. arm. er: DWS ors rn: LFS FL-8871.5 L or 8 f L DETAIL A -A J D DOOR /ANEL mOOt11 St07 00000000000000000000000000000000000000000000000000000000000r- 000000000000000000000000000000000000000000000 c000e 000o e 0... 0 0000000 000000000000000000000000000000 11111, 00000000000000000000000DETAIL A•A Panel reinforcement 46 47 41 EXTERIOR TYP 4 CORNERS OF PANEL Lel if 28. 86% OPEN AREA MAX. INTERIOR 1 HORIZONTAL CROSS SECTION Z a LocR snLE 1. 53" - 1 to S BOTTOM RAIL NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.421 EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 2 L N.T.S. eY: DWS I".. LFS 3 ra+ c a a FL- 8871.5 2 Or 8 Q P 64 dd 67 dT EXTERIOR 67 6T L DETAIL A -A J b SAWDOORPANEL O dank 1 HORIZONTAL CROSS SECTION 3 IYP. 4 CORNERS OF PANEL LLL/1111 Pa 62 TOP RAIL dJ LOCK STILE 00000000 —v 0000000oaaoaaaaaaaaaaa00000000 tt aaaaaaa`-'— aoaaaaaa0000000 r-l•- o 00000000 dd 0000000000000000000000 0 000000000 1 0000000 _L 00000pop a000 o • 0000000 7 HINGE STILE 6S BOTTOM RAIL 000000000000000 28.86%OPEN 00000000 AREA MAX 0000000 65aoaaaaaa 000 00000000 DETAIL A -A Panel reinforcement NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) EXTERIOR N ,, Ad a& n n rim o m iIwoUnN •• f\ V Z aZ V m C 4i 6 O= a wo ¢ o: INTERIOR 2 VERTICAL CROSS SECTION 3 L. N.T.S. BY: Dws m' Err: LFS 3 nrrc r+0_ ° FL-8871.5 a 3 or 8 y INTERIOR EXTERIOR 1.1/I" Mlr EMB. (TYP.r 1 HORIZONTAL CROSS SECTION q Oulswing shown . Inswing also approved sCALL N.T.S. veo. BY: DWS 1-114-MIN. cHK n: LFS EMB. (TYP.I ORMIG NO: q Oulsvring shown - Inswing FL-8871.5alsoapproved S>tres 4 or 8 EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION Outswing shown - Inswing also approved INTERIOR 4 VERTICAL CROSS SECTION Inswing configuralion see general notes, sheet I for "HVHZ" water Infiltration requirements z a a e Y C EXTERIOR — %J'"""' INTERIOR 2 VERTICAL CROSS SECTION 5 Shown w/IX sub -buck VERTICAL CROSS SECTION Inswing configuration see general notes. sheet I for "Mir water Infiltration requirements INTERIOR Ncu o `iz r y Z o_ o J pro m c s i a m dINTERIOREXTERI('SHr rrrr p Itt an z UN •• n C i 0 13 N 4, 9m.mWma0. 4 10 / 60 ocZ p • ' 2p • • O p I h J 3 VERTICAL CROSS SECTION E5 N'o iEmOutswingconfufalion see general notes, sheet I G o for imr water Infiltration o frequirements INTERIOR EXTERIOR b VERTICAL CROSS SECTION Oulswing configuration see general notes, sheet I for•HVHi: waterInfltration requirements L N. T. S. rn: DWS W.- LFS VM No.: FL-8871.5 5 or 8 I Al n 4. 5. 1"'• r t nb, n m zs TYP. HEAD S, E m m 1 JAMBS JTYP. HEAD S g N V 9 o aaMASONRYMASONRYJAMBS7maaL OPENING OPENING V\ m s LL E oZ O B' c ei In o 3a FRAMES iT- xzNpF h V C pV2 O rn Lj N O p p 2X BUCK--,,.2X BUCK p x i5 m w a xx 77- a mm a 3m BUCKANCHORING HINGEJAMB FRAMEANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar Joints. 2. Concrete anchor locations noted as "MAX. ON CENTER' must be adjusted to maintain the min edge distance to mortorjoinfs, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR. ANCHOR MIN. MIN. CLEARANCE. MIN. CLEARANCE TYPE SIZE EMBEDMENT TO MASONRY„ TO ADJACENT. EDGE ANCHOR. ITW A 1/4" 1-1/4" 2" 4 TAPCON ELCO c 1 4" 1.1/4" 1" 4" ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8" edge distance, I"end distance, d I"o.c. spacing of wood screws to prevent the sprifting of wood. HINGE DEVIL LATCH d DEADBOLT DETAIL srxe N.T.S. otin BY. DWS m Cwc W.- LFS ? DrAmro Not m FL-8871.5 a s m 6 or 8 9 r i7 n 6" yam 'oI nniY• 6 7 TYP. HEAD rlll FT in o n m JAMBS f I z U N ': o o Z U MASONRY OPENING 9 d 00. m a a mv 4 O Vp 0 Z O J LL N 0 Z FRAME Q 17 V zo L n Jto = U U> y ZD 7 Wo oI o IX BUCK a0 a a3K m LATCH L DEADBOLT DETAIL n o N 0 N V i Z t 6 ckiN oLL Ln aj HINGE JAMB STRIKE JAMB w- CONCRETE ANCHOR NOTES: Concrefe anchor locations al the corners may be adjusted to maintain the min. FRAMEANCHORINGI. Masonry 1 X buck conshuclion.sdistancetomortarjoints. MAX. to 12 a o: aedge maintain 2. Concrefe anchor locations noted as ON CENTER" must be adjusted the min. edge distance to morfarjoints. addilionalconcrefe anchors• maybe Arequ4edtoensurefheMAX. ON CEMER" dimension are not exceeded. 3. G1Concreteanchortable: 12 oo•-N z auv "I N oAse 512210 i WL • N.T.S. 9 HINGE DETAIL 5 avo. av: DWS m OR. BY. LFS 3 WOOD SCREW INSTA"TION NOTES: ofu m NO.: 1. Maintain a minimum 5/8" edge distance. I* end distance. d 1"o.c. spacing of FL-8871.5 0 nwoodscrewstopreventthespBlRngofwood. sum 7 or Li. ANCHOR MIN.. MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDMENT TOMASONRY : iO ADJACEM EDGE. ANCHOR' ITW • TA CON 1/ 1" 1.1/4" 2" 4' IIW TA CON• 7/16" 11/4" BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A IX BUCK SG-0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1/4" SHIM SPACE WOOD D 1 /4" X 2-3/4"PFH ELCO OR TTW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW, STEEL 1/4" X 3-3/4"PFH ITW CONCRETE SCREW STEEL Il R 10 X 2-1/2" PFH WOOD SCREW (1.15" MIN. EMBEDMENT) STEEL INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUISWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG>=0.42 WOOD 9 JAMB (OAK) SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM I HINGE STEEL 12 It 10 X 3/4" PFH SCREW STEEL 13 89 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1 /2" PFH SCREW STEEL 17 48 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT (660) STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL (SMOOTH STAR) COMP. 43 LOCK STILE (SMOOTH STAR) WOOD/LVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137- THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 64 HINGE STILE (FIBER CLASSIC) WOOD 65 BOTTOM RAIL FIBER CLASSIC) COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE 4.56" I 1 Ezs:= h O E HEAD LI SIDEJamb I THRESHOLD Inswing adjustable r 5.87" _ r zo THRESHOLD Inswvig sell -adjust Lr 5.75 o IL_-- •J _ r Irv-- THRESHOLD 5 Oulswing standard 5.85 LI a Ko C U i=1 4 THRESHOLD Inswing adjustable 4.5T _ L 4 THRESHOLD Outs-Ing coastal h 5.8T d THRESHOLD hwmg MAX. DESIGN PRESSURE _ +/- 50 PSF m: DWS m srr: LFS vm "D.: m FL-8871.5 0 8 OF 8 9 Florida Building Code Online Page I of) ft 75 BCIS Home Log In j User Registration Hot Topics I Submit Surcharge Stats & Facts Publications FBC Staff Bcls Site map Links Search d Product Approval 0 SER: Public User Product Approval Menu > Produc*, or Applicgition Search > Application U > Application Detail FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitfinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Empil Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence FLI5332 R4 COI FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/l.S.2/A440 2008 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://-,A"':flo-riddbuildinLy.org/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtH8 5 72gvdVdId... 2/1/2018 Florida Building Code Online Page 2 of 3 Pate Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 Date Approved 10/10/2017 Summary of Products FL ar I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 11 08-00500E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00498E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FI-15332 R4 II 08-02248C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 Rc AE 512968C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 I SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-022e9C Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512969C.Ddf' PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 I SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02250C Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512970C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMI-NUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 H 08-00499E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 .AE 510806D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" I ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00501E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports https://www. floridabuildina. oralprlpr_app_dtl.aspx?param=,GEVXQw-tDgtH85 72gvd«-Id... 2/ 1 /2018 Florida Building Code Online Paae 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL!5332 Ra AE 5! 0808D.Ddf PRESSURE RATINGS Created by independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGDi SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON- I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 Ra H 08-00502E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 Ra AE 510809D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 Rd Ii 08-00503E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.odf PRESSURE RATINGS Created by Independent Third Party: Yes Badt Next Conk Us :: 2601 Blair Sur ne Road Tallahassee rL 32399 Phone 850-487-1824 The State of Florida is an AA/EEO employer. Coovnoht 2007-2013 State of %nda..: Privacy Statement .. Accesslbillty Statement : • Refund Starement Under Flonda law, email addresses are public records If you do not want your e-mail address released In response to a public -records request, do not send el e-tronic mail to this entity. Instead, contact the office by phone or by traditional mail If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email adoress which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M C c^c*Ci3d' Safe https://w-ww'floridabuildina. org/pr/pr_app_dtl. aspx?param=wGEVX-Qw-tDgtH 8 3 72gvdW-Id... 2/ 1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B SKIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/I6" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS S14OWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 .048" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISpNS' . DESCRPM11 DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. SIGNED: 06/2112017 MI WIN650DOWT DOORS LLC 5S RMARKETREET GRATZ, PA 17030 GENS •s D .6 51 * _ SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" NOTES U' LgTAT OF — FS; [OR10FDRAWN- Owc No. REV 08 s 9 C 77S1ONA Luis R. Lomas P.E. srxE NTS DATE 10/30/13 EET21 OF 10 L ROBERTO LOADS P. E. 1432 WOODFORD RD LEMSVILLE, NC 27023 434 6EE.0609 M sL+WM spe rom FL NO.: 62514 I Ff HE 6" MAX - 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX O.C. - 6" MAX 17" MAX O.C. 16' IAX AME IGIII 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CI TARTS N 1 AND N2 FOR OTHER UNI rS RATINGS NOTES: 1 MAXIMUM PANEL SIZE: 48 1/2" A 95' 2. MAXIMUM 010.'44518'x90518' IIARDWARE SCl/EDULE FLAT MOUNTED HANDLE SET (99-04.145) AT 38 3/4' ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99-17.195) AT EACH END OF PANEL BOTTOM RNLS 1MINUM 6063-TG REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS h[V . • DESCRIPTION DATE APPROVED A A15DEO FLANGE AND FIN INSTALLATION 12/10/13 R.L. B- REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS O6/21/17 R.L. CHART IF1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. Crr Atrnr o CIIPPT r D6s1gn pressure clfarl (pso Frame Salgk Parcel and Total Frane VWllh (n) I ieighl 30. 0 60. 00 360 12. 00 42. 0 84. 00 480 96. 00 Pos Neg Pos Neg Pas Nag Pos Neg 84. 0 40.0 58.4 40,0 1 50.9 10.0 457 40.0 12.0 88. 0 40.0 552 40,0 48.0 400 4J.D 39.4 39.4 91. 0 400 524 400 454 400 406 37.1 37.1 96. 0 40.0 498 40.0 431 38.4 30.4 350 35 D cI tAnT #2 WIIERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED. SEE NOTE 9 SUEET I Design pressure chart (psQ Prone Single Panel and Total Frare Wch), In) Helglrt 30. 0 360 42.0 48.0 60. 00 7ZOO 84.00 96.00 in) Pos Nep Pos Nag Pos Nap Pos Nep 04. 0 584 58.4 50.9 509 457 45.7 42.0 420 60. 0 55 2 55.2 480 480 43.0 43.0 394 394 9ZO 52.4 52.4 45.4 45.4 40.6 406 371 37.1 96. 0 49 8 49 8 43.1 43 1 384 38.4 1S n 35 0 CHART N3 Number or anchor locations required Frame Siigle Panel and Total Franc VAdIh (in) IIelghl 30. 0 1 360 42.0 18.0 600 72.0 a1.0 96.0 in) HAS Janrb HAS Jonrb ffAS Janrb HAS I Jamb 84. 0 4 6 5 6 6 6 6 6 88. 0 4 G 5 6 6 6 6 6 92. 0 4 6 5 6 6 8 6 6 900 4 6 5 6 6 6 6 8 SIGNED: 0612112017 MI WIN6soDOWT ILD'1 1 ARDEDOORSREETLLCsRE NSF 9J, GRATZ, PA 17030 G SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0yy6 51 96" X 96 ELEVATION ETATE OF tug V. L. 08-02249 SCALE NTS DAZE 10/30/13' 3IEEr2 OF 10 L. RODERTO LOMAS P E 1432 WOODFORD RD LEIMSVILLE• NC 27023 434- 680-0609 r0arnas@ 1amspe corn 0. ONA j1Ea Luis R. Lomas P.E. FL No.: 62514 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART A4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — I— I L 17" MAX O.C. I 6" MAX 17" MAX O.C. 6, T. AX ME GHT 6" MAX 6" MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART S4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED t35.OPSF NONE SEE CHARTS I' 1 AND #2 SHEET 2 FOR OTHER UNITSS RATINGS I IA RD WA RE SCI IEDULE 1) FLAT MOUNTED IIANDLE SET (99-04.145) AT 38 314-ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-TS REINFORCEMENT (668) AT ALL PANEL INTERLOCKS REVISIONS REV DESCRIPTION A ADDED FLANGE AND FIN INSTALLATION B REVISED INSTALLATION DETAILS C ITEMSED INSTALLATION DEINLS NOTES 1. MAXIMUM PANEL SIZE: 48 112" x 95' 2. MAXIMUM D.L.O. 44 578' x 90 SM" CHART A4 Number o/ anchor locations required Single Panel and Total Unit Wklth (In) From I leight J0.0 36.0 42.0 49.0 61) 60.0 72.0 84.0 960 Hai_ I Jnmb I IIdS Jamb IIAS Jamb HdS Jamb 84.0 4 6 s 8 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 G 6 8 6 96.0 4 6 56 6 6 6 6 DATE APPROVED 12/10/13 R.L. 08/03/15 R.L. 06/21/17 R L. SIGNED: 0612112017 MI WINDOWSANDLLC a I I 0650WESTSTREET GRATZ. PA 17030 J\ GENSF ,J' SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0yy6 5/1 96" X 96" ti t/Y/(> crrt[+i • _ FIN ELEVATION REV O F c(OR10p•• DRAWN: Txc 110. OB 50 2249 C/S/ONA 11EaC2\\ srJLE wiENTS 10/30/13 3 OF 10 L. ROOERTO LOMAS P.E. Luis R. Lomos P.E. 1432 WOODFORD RD LEW ISVILLE. NC 27023 FL NO.: 62514434.6880609 r5mas@IrI maspecam 1/2"' MIN. . EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBE MENT OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREW EXTERIOR 1111 1111 INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT REVIsioNs REV DESCRIPNON DAZE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L.- B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 3/8" MIN. 1/4" MAX, EMBEDMENTSHIM SPACE T INTERIOR 1/2" MIN. EDGE DISTANCE Fl11s 1 nW n yto WOOD U SCREW I EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAAIING OR 2X DUCK INSTALLATION BY OTHERS 1/2" MIN. EDGE DISTANCE SIGNED: 0612112017 VERTWOOD MI DOWS AND DOORS LLCFRAMCALMINGOR OSS DUCK INSTAI ION 650WEST REET J\SRIILO//// GRATZ, PA 17030 GENSF 9J SERIES 420 SGD REINFORCED WITHOUT ADAPTER ro:'gJo 655 A= 96" X 96" f(LSTA6 FRAME INSTALLATION DETAILS OFF?= REv 0 4` iiFCOR10'G\\ NOTES. DRAWN owo 1r0. INTERIOR AND OR FINISHES. DY OTIIERS, V.0850 fl249 C ii S/ONA NOT SHOWN FOR CUIRI1. 2. PERIMETERANDJOINTSEALANTBYOTHERS70BE DATE NTS10/30/13 4 OF 10 110\,, DESIGNED IN ACCORDANCE WITH ASTA7 E2112 L RODER TO LOAMS P.E. Luis R. Lomas P.E. 1102 WOODFORD RD LEMSVILLE, NC 2702.7 FL No.: 62514 434-6660609 rllb=s&Aomisp#mm REWSIONS 1 1/2" MIN 1".MIN. _ RED' DCSCRRnON MIE APPNwEO SEPARATION EDGE DISTANCE. A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS O6/21/17 R.L. a' 4 1 1/4' MIN. / a N 'a! . ' EMBEDMENT EMBEDMENT CONCRETE/ a •: 1 MASONRY 1/4" MAX BY OTHERS _ F SIIIM SPACE 1- , .. /4- MAX1 OPTIONAL -1 1^ SHIM SPACE IX BUCK I MIN. INTERIOR TO BE EDGE • PROPERLY DISTANCE SECURED SEE NOTE 3 SHEET 1 _ '" 3/16" TAPCON 3" MIN ElN 13SEPARATION EXTERIOR INTERIOR .a ' SILL TO BE SET IN A BED OF APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/16 TAPCON CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION OPTIONAL 1X BUCK MASONRY/ _ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 a. 1- NOTES: N I. INI ERIOR AND EXTFRIOR FINISHES, BY 07HERS, p• 1 1/4 MIN. NOT SI IOWN FOR CLARITY. a' EMBEDMENT 2 PERIMETER AND,IOINFSEALANT BY01HERSTODE e ' • e.: .' ' + I DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 2 7/8" MIN _ 1" MIN, 650 WEST MARKET STREET `J S SEPARATION EDGE DISTANCE CRATZ. PA 17030 VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER = * •' 0 6 6 CONCRETE/ MASONRYINSTALLATION 96•• X 96•• :U,• i1 61 E.07_ FRAME INSTALLATION DETAILS TATE OF DRAWN: DWG 1K1. REV f 08- 02249 C //iss/pNAI EaG\ NTS DATE 10/30/13 SHEET6 OF 10 Nit II1110 L. ROBER FO LOMAS RE Luls R. Lomas P.E. 1/ 32 WOODFORD RD LEMS VILLE, NC 27023 431- 6W-0609 '0omas@0bmnsl0mm FL No.: 62514 METAL STRUCTURE BY OTHERS S 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE 1/4" MAX. SHIM SPACE ECU 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL S 1 RUCTURE INSTALLATION NOTES' 1. INTERIORAND EXTERIOR FINISHES, BYOTHERS, NOTSHOWN (OWNFOR CLARR Y 2. PERIME7ER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITII AS TM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT 1- 1/ 2" Mil EDGE DISTA I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRI7N0I1 DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/11D/13 R.L. D REVISED INSTALLATION DETAILS 03/15 R.L. C REVISED INSTALLATION DETAILS 21/17 R.L. 1 / A" -V JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET V\ 11iIlIII1AA, J 5 R'. LO i/ E N,9' . GRATZ• PA 17030 G SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6.51 * =_ 96" X 96•• a r eHEl+7_ FRAME INSTALLATION DETAILS pO; 5 ATE OF.` i, FS c( ORII DRAWN: Dwc Iro. OB 02249 REv C IO' S/ DNA ll1\ SCALEGATENTS10/30/13 5 OF 10 Luis R. Lomos P.E. L. ROBERrOLOAIASPE. 1432 WDODFORD RD LEWISVILLE. NC27023 431- 6EE 0609 rlbmampW—sM— FL No.: 62514 1/2" MIN. EDGE DISTANCE WOOD FRAMING OR 2X BUCK 1 3/8" MIN. EMBEDMENT BY OTI4ERS 1/4" MAX. SHIM SPACE 0 ' 10 WOOD SCREWS EXTERIOR H H INTERIOR 01 10 WOOD SCREW WOOD FRAMING OR 2X DUCH BY OTHER- f0 BE SET IN OF DVED SEALANT MIN. VENT REVISIONS • . REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL. B REVISED INSTALLATION DETAILS 08/03115 R.L. C REVISED INSTALLA110N DETAILS 06/21/17 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE al 10 WOOD Ll SCREWS EXTERIOR WOOD FRAMING JAMD INSTALLATION DETAIL OR 2X BUCK WOOD FRAA41NG OR 2X BUCK INSTALLA71ON BY OTHERS EDCE-DISTANCE —I 1 SIGNED: 06/2112017 VERTWOOD AICALMINGOR2OSSBUCKINSTAL IDN MI 650WEST DOWS AND EDOORS REETLLCGRATZ, PA 17030 511RII O,//// GENSF 9,p SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0yy6.5T *= NOTES. n FINISHES, BY INTERIORAND2 PERIO ERORCLAND RIOSEALANTBY07 ERS ODE FLANGE INSTALLATION DETAILS AO•• TAE OF G\1. 7Sj NAj1Ea DRAWN: owc No. AD OB scALENTS 0A1E10/30/13 soEL79 OF DESIGNED IN ACCORDANCE WITH ASTM E2112 LUIS R. Lomas P.E. FL No.: 62514 L. DODERFO LOMAS P.E. 1432 WOODFORD RD LEIVISVILLE. NC 27023 434-688- 0009 mamas@Mnmspewm 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1 INTERIOR AND EXTERIOR FINISHES• BYOTIIERS, NOT SIIOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AST M E21 12 1/4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT Im 1/2" MIN. EDGE DISTANT 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTIIERS REVISIONS REV .DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND OORS LLC 1L 650 WEST MARKET STREET 5 Vt 0If GRATZ• PA 17030 GENSF oyy6.61 = SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96 FLANGE INSTALLATION DETAILS g1 , STAY OF Lu` i'1E`r•.OR10. DRAWN: DWG ND. REv 08 249 C i ffsS D1V/11; C G\ LOTS R. Lomas P.E. s0scxEDATENTS10/30/13 8 OF 10 L. ROBERIO LOADS P.E. 1432 WOODTORO RD LEWISVILLE• NC 27023 FL No.: 62514434.611E 0609 rllomas@LlomasM tan REVISIONS 1 1/2" MIN. _ 1" MIN. _ I REv oESCRt"ON DATE APPROVED SEPARATION I EDGE DISTANCEI A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. II------ r-- 8 REVISED INSTALLATION DETAILS 08/03/15 R L. e • C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. a EMBEDMENT 1 1/4" MIN. CONCRETE EMBEDMENT MASONRY 1 /4" MAX. pY OTI IERS SKIM SPACE OPTIONAL J 1/4 MAX 1X BUCK SHIM SPACE TO BE 1" INTERIOR PROPERLY MIN. SECURED EDGE SEE NOTE 3 DISTANCE aSHEET1 3/16" IAPCON gtt:t0.t1Ct1 -= a ! 3" EXTERIOR INTERIOR MIN. SEPARATION 1^ t SILL TO BE SET IN CXTERIORABEDOf3/16" TAPCON APPROVED SEALANT 3/16" TAPCON CONCRETE/MASONRY JAMB INSTALLATION DETAIL BY OTHERS CONCRCTFJMASONRY INSTALLATION MASONRY/ OPTIONAL 1X BUCK CONCRETE TO BE PROPERLY BY OTHERS SECURED SEE NOTE 3 SHEET 1 NOTES: n I. INTERIOR AND EXTERIOR FINISHES, BY 01IIERS, A. 1 1 /4" MIN. NOT SI4OWN FOR CLARITY a• EMBEDMENT 2. PERIMETER AND JOINT SEALANT BYOTIIERSTOBE a '.• - DESIGNED INACCORDANCE WITHASTM E2112 SIGNED:OG/2112017 MI WINDOWS AND DOORS LLC 2 7/8" MIN. 1" MIN. 650 WEST MARKET STREET 1111IIIrrr i 5 R• LDf, SEPARATION EDGE DISTANCE GRATZ, PA'17030 GENS* 9J+% v VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER CONCRETOMASONRY INSTALLATION 96" X 96" FLANGE INSTALLATION DETAILSSTATE OF DRAWN: oxc ND REV F• c(ORIOt•'• 08 C scuE NTS DATE 10/30/13 SOEEr299 OF 10 rINA11EaG\ L. ROBERTO LOANS P.E.LDis R. Lomas P.E. II32 IVOODFORD RD LELVISVILLE, NC 27020 FL No.: 6251443I.66B•0609 dbmas@lrlmnaspec WOOD FRAMING I 1/4"MAX S' BY OTHERS FIIM SPACE 1 N EMBE APPROV SEALA BEHIND 8 WOOL) SCREW 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSIALLA710N REVISIONS ' REV DESCRIPTION GATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 5/8" MIN. _ IEDGEDIST. TRIM 4 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE DY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK 10 BE PROPERLY SECURED In 3/ 16" EXTERIOR —=LL—, -— PANEL INTERLOCK MASONRY7CONCRETE APPROVED 1/2" MIN. METAL STRUCTURE 1/2" MIN. SEALANT BEHIND FIN 1 1/4" MIN. EDGE DISTANCE BY OTHERS r EDGE DISTANCE EMBEDMENT TRIM 88 WOOD WOOD SCREW FRAMING BY OTHERS INTERIOR TRIM INTERIOR 1/4• MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT HOOK STRIP7/16" MIN j EDGE DISTANCE HOOK STRIP 10 SELF DRILLING SCREW 10 WOOD I PANEL SCREW EXTERIOR INTERLOCK EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR METAL SI RUC7URE EXTERIOR HOOT( STRIP INSTALLATION SIGNED: 06/2112017 2X BUCIOWOOD FRAMING MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 11111Irrr//, 5 R• L04jii GRATZ, PA 17030 VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER o , 5 WOOD FRAMING OR 2X BUCK INSTALLATION96" 4-9 X 96"— NAILFIN & HOOK IMSTALLATION DETAILS TAT OF •` FOR SILL INSTALLATION SEE SHEETS LOR1DV •`(, r NOTES: I. INTERIOR AND EXTERIOR FINISHES. BYOTIIERS, ORAWIE V.L. OWG NO. OB-02249 REV C i T• r swm FOR CLARITY. 2. ERIMETERAND JONTSEALANTBYOTHERSTOBE ME NTS DATE 10/30/13 9IEE110 OF 10 i/i/0NA1E` 1DESIGNED IN ACCORDANCE WITH ASIM E21 I2 L. ROBERTO LOMAS P.E. LU15 R. Lomas P.E. I4J2w000FORORDLEIYISVILLE, NC27029 FL No.: 62514 434-66e0609 r9mas@trloma"—I Florida Building Code Online Paae 1 of 6 it"a'i'"" 'w r"• • tip_ ...."'q BCIS Home Log In user Registration Hot Topics Submit Surcharge Stats 6 Facts i Publications FBC Staff f BCIS Site Map Links Search y: b a- w IProdProduct ApprovalNjUSER, t Product Aooroval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL15279-RS Application Type Revision Code Version 2017 Application Status Approved Comments reapply 11/26/17 Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R5 Eauiv 20170809 - FBC - DASMA 108 eauiv.odf FI-15279 R5 Eauiv 20170809 - FBC - DASMA 115 eauiv.odf Product Approval Method Method 1 Option A Date Submitted 08/10/2017 Date Validated 11/29/2017 https://www.floridabuildina. orQlprlpr_app_dtl. aspx?param=wGEVXQw-tDgv' yVVKJZ l Q ... 2/ 1 /2018 Florida Building Code Online Pacre 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page 1 1 a Lai 0 Page 1/ 8 0 0 FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODEO W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek,ndf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 101655-Revi2.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.2 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin InsulatedF002W3- 09 GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door FC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 11 103952-RevOl.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 104175-Rev0l.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof of insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FI-15279 R5 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R5 II 101820-Revl3,odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.5 https://w=ww.floridabuilding.orJprlpr_app_dtl.aspx?param=,A,GEVXQw-tDgv'yVVKJZI Q... 2/l/2018 Florida Building, Code Online PaQe 3 of 6 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 1.5279.6 006 W3-16 DSIU-IA171:9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.7 007 W3-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 485, 55S, 4RST, 6RST, 4RSF, 6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-1F171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 56G, 67, 57G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and oroof of inspection.pdf FL15279 R5 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II 10a028-Rev0Ij)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and oroof ofinspection.odf FLIS279 R5 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 104168-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FLIS279 R5 C CAC Letter with oroof of contract and proof of insoection.odf FL15279 R5 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101308-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and oroof of inspection.pdf FL15279 R5 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101652-B-Revll.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 . 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR25P, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED25P, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FL15279 R5 C CAC W4 Listino Intertek odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions FL15279 R5 II 103969-B-Rev02.odf https://vv%A,NA,.flon' dabuildinc,. orc,/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3 yVVKJZ 1 Q... 2/ l /2018 Florida Buildinc, Code Online Paae 4 of 6 DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc. windborne debris regions. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.11 011 W4-09 DSIUO-IK479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.12 012 W4-09 PAN-2F151: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GRSSV, AR5S, AR5SV, ED5S, EDSSV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-21`441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V., SL4V, AR-4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R5 C CAC W4 Listing Intertek odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104163-RevOl.pdf Verified By: Intertek Testing -Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinsoection.odf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 104456-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 iI 300159-B-Revl6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and DrooF of insoection.odf FL15279 R5 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103486-5-Rev08.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 014 W4-09 SPO-2F449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'0"wide) WINDCODE@ W4 Garage Door https://www.floridabuildinc . org/pr/pr_app_dtl. aspx?param=wGEVXQ"Dgv3,VVKJZ 1 Q... 2/ 1 /2018 Florida Buildinc, Code Online Pac,e 5 of 6 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103549-RevO6 Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, I WINDCODEO W4 Garage Door 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-11`471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 I017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101481-B-Rev13.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof ofinsoection.Ddf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104029-B-Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection pdf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 Ii 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes . Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection Ddf FL15279 R5 C CAC Wa Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 10e169-ReV01 Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: https:/hww-vv.floridabuildincr.orcr/pr/pr_app_dtl.aspx?param=,GEVXQvADgv3yWKJZ1 Q... 2/1/2018 Florida Building Code Online Page 6 of 6 15279.19 019 W4-16 DSIUO-IK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to116'0" wide) WINDCODE@ W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.20 020 W4-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, EDSS, EDSSV - Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Go to Page = Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.odF FL15279 R5 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II 104457-Rev02.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE®-W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and Droof of inspection.Ddf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279- R5 II 101711 B-Revl5.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next d Page l/ 8 1* 0 Contact Us :• 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flonda is an AA/EEO employer. Coovncht 2007-2013 State of Flonda.: • Privacy Statement :: Accessibility Statement :: Refund Statement Under Flonda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please Click here . , Product Approval Accepts: Ic J d M C. C2rd Safe https:Hwivw. floridabuildin2. oror/pr/pr_app_dtl. aspx?param=wGEVXQwtDgv3 yV-VKJZ 1 Q... 2/ 1 /2018 rM=ImLriPmraSIS1• fTiT]LT 72011[1 L1 J 16TiT tlir T TJT 7T+"JO IfLTiY7L4F TADIUME 1=' MTSO PANEL 0=3 I mn 11E12 O W 0 M on ttVAT Tams. GIOSV, wLm. Ims Go 3v 1TaSTRMINTART' ARls MSSV MEAL G.11AIE HOUSE' M, TW. DOOR Rant - I VLASW SOW RNEED-PNQE 9p . 'TN N116C SIM NAMED-PA14 a ILA ARA+m. CI4rp' searEoAw"" 1 A1] P S[VsG[tt7 IL DA DD INReI. is QL MaNTtY B71-ti mE-ti SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B TRACK AND JAMB DETAILS. E SHEET 1 OF 2 a 11/30/W to oe 0e 11 10 21 0/ 12 8/200111 13 a 10 14 1 2012 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT 15 4 2012 RESISTANT GLAZING SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'.10'. IMPACT NM®MTE 4nn Asa IA"1a pM Amc1m i roo- n0F . p0 RESISTANT GLAZING IS 21-5/e'.14-1/e'. uanW[ Wnxo mnd 7D6 U-11-2eoMA7-1-7-1 UINMiIF) N llE If0 U-MI art OfmYu n TSIO1, Em.) M a KK DO 51Ra ATNOm M 000R WN WIN PATENTED Too- L-ADC STOW EDP. ROROY E mom CN ENGINEER NARK WESTERFIELD. P.E ORIOAPT14.4115. P E. 023032. TEXAS PE. J91513 WND srEID TABLE FOR Tw er ON A -A (SIDE NEWT 20 GA. GALV. STEEL Po tg11 MIN. YEILD STRENGTH: 50 KSI mLs) 12C. 2 I • THICK 13• I- hO'. an mao f R1-7 T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH f d BRACKET ATTACHED W/(4) 14. 5/B• SHEET METAL SHIP LAP JOINTS. CR DO. ZbOL I 14 GA GALV. ROLLER HINGE EACH HINGE FASTENED TO END STILES WITH (4) 114.5/e- SHEET METAL SCREWS AND (4) 1/ 4•.3/4' SELF TAPPING SCREWS. SEE NEW If DENSITY POLYSTYRENE FDAA INSULATION 1- 5/10' THICK WITHNNYL HARCEUL BACKER ( INSULATED MODELS ONLY) J' TALL . 20 GA GALV. STEEL U-BARS IN 25 CAL MIN. GALV. STEEL SKIN A 2-1-2-1 PATTERN (I.E. TWO U-BARS WITH ABAKED-ON PRIMER, ON BOTTOM SECTION, ONE U-BAR ON NEXT AND A BAKED -ON POLYESTER SECTION, ETC.). EACH U-BAR ATTACHED TOP COAT APPLIED TO BOTH WITH (2]_I/4'.3/4• SELF TAPPING SCREWS SIDES OF STEEL SKW. PER STILLER LOCATION. TIR7 OOa 1mf a d® 11E asx 1010. mR ll[ Tnw m TI[ nD.A IATnq[ .10 .® ustm AC[nNto TATIID. COa a RE .ID.IDO.L YL.O c00[ (M9D a Alm- 1n ra Tx muDn. .atmva q TNaO>m n O.eID RDR1 N 111IIOFICI Do Eut n AN, ri 760. N n Ao001YV1. Ent m .AMANDAN, 003Boa11 iw tuaww uwnrrA wu 1ATC.Ts v.m 10 1> 0 lu m 1,7M" E GT[33mT IrAll m 1ETON v T! d W I T. 13 G. CALV. STEEL BOTTOM BRACKET. ATTACHED WITH ( 2) j14.5/0' SHEET METAL SCREWS. L ALUMINUM EXTRUSION AT VINYL WEATHERSTRIP. DESIGN LOADS: + 24.0 PSF k -24.5 PSF TEST LOADS: + 36.0 PSF Q -37.0 PSF vwnnl0 RATINGN& x Booms1i Clopay MPG: PAN-2F153 DATE. W 4 16'0'W . 16'O'H 1/3/ 97 DE&CRI TIM CLASSIC AND CH RP STEEL PAN Buile5e5 DUKE BLVDRn . CRAVN DOUBLE —CAR, 16'W +24/-24.5 PSF Comdlnag Products MAsoK, off 45oa JAc 51nET:EEo Rr 3) 770-4800 D nuvOG WIK7E11, 101711 IvrTh rJ.P.I o, P.. U- M Mob ft—d. MWW BC OPROVAL 15279 CARSTAQ IWSE' RAISED RANK 1T>$f Dmf Rif O GA O GA INS QAAT mSS. OT]fsV, GALLETT' lid fRRV ILLIESMrilm • ARSS ARSSV MEAL CNRNQ Hll]C S O]f V Ooost ROOY 1 & • or )FEARS sOl1] T S R - _ lV BE COUNTOSSUNK (•VI IRff ICaY®) IIIroRO WC 1 TD IR' S s R4DI111N0 SURNZ IIDISIORITK AWES W Im TRAA6FO1 )DAD. v rD 1 R'.]' RaW ANCHOR ROLTI ON sD' OiL (]mD Z Ira DDxDETID6 is rcurom KTTN aaW AROO6 OR f0 OOHOa (]ADD FSI M. ONOW a .' 1E4TER tATLOI SOIDR). S. tunoe (o-RD atop. 1' oD vwRne RfDm® Trtnl rwmra1 AHMM WT R [OIRFI[R9/r (M NOr IILDIODD) lD HIDER fllAl WINTrO SIRFAfi HCRRO IAL O W IIOF IMN4G IWIA TOG ro M5f4A TDS-Is1. A UCOREO OE90M wr A m oln rm ro AFFIac ALTDaMn rAsiOR1a Ate/DR .Y10 OORINRUIba. FRPIRlIRRI 01 .rMIN] Trt OTE6 SroR rOLLDrD IF, DDRI, NSfArTD Cm full) r" W IRM. ONV. Sim END CIDL Sr YF1111R AE JNRI SD OA pYV. irm RTOL SRL> IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 1 01 71 1 -A SECTION B-B (IMPACT -RESISTANT GLAZING OPTION) DEal V amoerE IQVWM -sD- WT— TTE )SDI nD TAFEavr-r rut. '' OnRTnI TRAIN Aw TFND¢ DmuwhE nloD rADQ aRaa RFR p1nRmTtImofNMDFYIR1SR'/ M IR>aDM NE oE RLECI01 IU( to)fe OE RIJIa rARD®ro rMEE TRN DmtElOAN {TDI M . ]/r TAN TEN MrooE svILa n rti a sa N COMPLIANCE RITII THISN SECTIMOM THE DN R1R111E7 CODE AND NIDONTKINL TRET1 r RD111E.EHIS DIR. OV1L0 14 /C/1110. STANDARD ASSEMBLY DETAILS DRAWING 10171 1-8 SECTION B-B (NON- IMPACT RESISTANT GLAZING OPTION) FRONT FFAE RAIN UV. ODODIO ON OUTSIDE SURFACE. HOE THAT FRNT FTLWE 5 WJWTTUI THAN R156fIAF q f INYLVOIDEDNSQ LITE RETNNLE 1sA/ 4' TAN Ir,10 SOIEI. STANDARD ASSEMBLY CONSTRUCTION: TIOHL SSE f9 011 1 s' AC" TITS WV OHRITVIMMMaPLASKOIrEOPmIOR wOTE CP APPROVED OR HAEIC N A000RDVICE WIN OC/FSO DIE ENDIE DOOM ASSDIRLY NSWIO N COWLWICE WITH IT SECTION NEEDS TE WIND LORD REWPORND! OF THE FLORIDA RlYTr10 CODE OR MUM70 1 RUEDYFD CANE M GDEIlRi WM TIE WACF R[ SfiTAATT R[RrUIE]IT TPA 4RNOtlsE Dmm RElam MT. GINTOT is m/tiq IREVI DATE I DESCRIPTION SHEET 2 OF 2 IP — SE RINSIORI IOSIORT ON 9EEF ONE 1A0 lCRE1 11 p=Q I A RIMEi. \ IS OA 00.V. HQ. WI f! Q rA1lUm ro SRO IE' LD. ` Kral f I/S• slat OfE rO1 ROLL EIT) R MaETi I G DILv. ROUST xRRIL vol IElO[ rASTOm ro Elro RRD RIfN 10 n ] s H.P/s' SfaT )SQL SOETH AND (.) M RM11 S6F lAlA10 fOlE1f STm 00 MILTHE STEELfQIOI RN A EIOfEEll01 s¢ tox t-t THE OEM Or THE SIPPOSTING STNICDAL ROIIXIS DV11 DE THE RES' ON9E1T1'F OF THE rflffl ML or RIIVR7 FOR THE EEEau OR STRUCTURE AM N ACCORDAME WTH UIPOO REOJD mm FOR THE IDNa LISTED m DE DRARRFD. ENGINEER: WIN WESTOWIE D. R. E 045465. NM TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. MOOR NTRACK ER fro r ' AL' DUD"" AND UKDOI T] G rxv. SEII Na DRAn¢T. OW TOP BRACKET FA[ N DED TO RDDD yyp WITH DOUBLE HORIZONTAL 1]) Dfir.f-PERT Toff LAD faD.r>L TRACK lBIE.] BEfy I{ - LOW HEADROOM OPTION I 1' C LV. MM TRACK. l' IRL TRICK THICINM Dq' M. ]- I/]'.1l G l'XYRm TRACKRIIOET. 14) TDMD trlMtEl] PER SIDE. TIL AVL.P `IL TRACK ry tlTi m DODITµ. W I11O ODD TSUT) DOOM ORR r TALL I] GA. bLY. Sim F OD BRACKET. m l EACH ASIOIFD It ROOD iV0 ERR ILADsaEfnr aay. PTm IRaL TMf71 IIDCq[S Dq' IOL a Clopay DATEV ATE%AN- 2F1 3 97 ESRO DUKE BLw DRAW Tm IldingProductsMASON• OH 450DRAWJAC m On (513) 770-4a00 CHECKED STV Cl— NI RI.hRs R--- R. MWW 15270 1EIM I" DOORS OVER F 12'- U' IEOL TRACK CQOWMTION AWL NOT Exem UNGNN SRAODD FROMM CNFAA7 FACTORY TERM NOTE DETAIL IF RDD. DESIGN LOADS: +24.0 PSF & -24.0 PSF TEST LOADS: +3E.0 PSF d -37.0 PSF rOmLAD RATD13 I RAIL DmE SIM W 4 18'014 K i B'0'H EShc iG1 CLASSIC AND CH RP STEEL PAN DOUBLE - CAR. ACTIN +24/-24.5 PSF mAVDL Rnum vF]N B 10171E IBC Florida Building Code Online Page 1 of 4 I _ - 15MM BCIS Home Log In User Registration Hot Topic Submit Surcharge Stats & Facts ; Publications 1 FBC Staff j BCIS Site Map If Links Search Or ProductUSPublicApproval User Product Approval Menu > ProduC, or Aophcation Search > Application List > Application Detail FL # FL17499-R3 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved CI MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE G Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 01/15/2018 01/15/2018 01/21/2018 Year 2011 2008 2011 https://w-ww. floridabuilding. orQlprlpr_app_dtl. aspx?param=wGEVXQwtDgtCUGavj Qiz6B... 2/ 1 /2018 Florida Buildinc, Code Online Page 2 of 4 Summary of Products FL # I Model, Number or Name Description 17499.1 1185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL174a99 R3 C CAC MI Windows - 185 SH (Fin) Impact 4).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C C4C MI Windows - 185 SH (Fin) Impact (5) Done.pdfDesignPressure: +55/-55 Other: R-PG55', Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 3( ).pdfbeddedinPecora896sealant. FL17499 R3 C CAC MI windows - 185 SH (Flange) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02545B odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513321E-3.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)E1726.01-109-47-R0 185 SH(FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 165 SH (Fin) (11).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).odfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (FlangelOther: R-PG60 1 df Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R3 II 08-02549B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5133275-4.pdf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)E1729.01-109-47-R0 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).odfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 165 SH (Flanoe) Other: R-PG601 11).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02550B.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513328B-5.odf Created by Independent Third Party: Yes 17499.4 185 SH 3601 Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH 042522) DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure:.+60/-67 04/25/2022 Other: R-PG60- Installation Instructions FL17499 R3 II 08-03163.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FU7499 R3 AE 514082.pdf Created by Independent Third Party: Yes 17494.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact 2).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI windows - 185 SH (Fin) Impact https://www.floridabuildin-g. ora/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGwj Qiz6B ... 2/ 1 /2018 Florida Building Code Online Page 3 of 4 Design Pressure: +55/-55 3( ).odf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 2).DdfbeddedinPecora896sealant. FL17d99 R3 C CAC MI Windows - 185 SH (Flanoe) Impact 5).odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R3 II 08-025446-1.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5133206-1.odf Created by Independent Third Party: Yes 17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC( 13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-8XS4 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).odfImpactResistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) (9).DdfOther: R-PG60 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R3 II 08-02546B-2.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513322B-2 Ddf Created by Independent Third Party: Yes 17499.7 1185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 3( ).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 4).odFDesignPressure: +50/-50 Other: R-PG501 FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange) 3) Ddf FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange) 4).pdf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02548B.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513324B-6.odf Created by Independent Third Party: Yes 17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 3) DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) a dfDesignPressure: +45/-45 Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02547B-7.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5133236-7 Ddf Created by Independent Third Party: Yes sack Ne:t Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Florida is an AA/EEO employer Copyright 2007.2013 State of Flonda.:' Privacy Statement .: Accesslblllty Statement .: Refund Statement https:HNNrw-w. flondabuildina. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /2018 Florida Building Code Online Page 4 of 4 Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(i), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one The emails provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: MM _ © El M Credi: Card Safe https://www.floridabuild'mcr.or2/pr/pr_app dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED•TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANC14ORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7 BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8 FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SKIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10 WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 11. FRAME MATERIAL- EXTRUDED RIGID PVC 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM • EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE APPROVED REVISED ANCHOR SPACING k CHARTS 07/11/16 R.L. REVISED GLASS 10/02/17 1 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 18. ALL FASTENERS TO BE CORROSION RESISTANT 19 INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD. MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.000PSI MINIMUM. 0. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063-15 FU=30KSI .048" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS 11 COMPONENTS SIGNED: 12/14/2017 MI DOOR LLC IL6soDOWWESTMARKETE,T R 0 GRATZ. PA 17030-0370 j111D,,65 SERIES185ALUMINUMSINGLEHUNGWINDOW52" X 72" NON —IMPACT NOTES 0 , 57AT OF tv S . CiQ R.O. •G\` 1111160 \\\` Luis R. Lomas P.E. FL NO.: 62$14 DRAWN DY/C NO OB REV B SCALE NTS DATE 12/29/14 SHEETI OF 11 L. ROBERTO LOADS P.E. 1432 WOOOTORD RV LEWISVILLE. NC 27023 434- 6880609 Nl0M.s@aWWSPncon, i ti FR HE 52" MAX FRAME ' WIDTI I — 2" MAX — 16" MAX O.C. --I 2" MAX I I 1 I 16" MAX 0 C. O / 2" ax X ME Glir 52" MAX FRAME WIDTH 2" MAX — _ 16" MAX 0 C. -- 2" MAX 2 fIlll__ / 16" OMAX / 0 C. /q 72" MAx FRAME HEIGfIr / IL X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE 6 FINLESS INSTALLATION SEE CHART NI FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART YI FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 16O.OPSF NONE NOTES 1. MAXIMUM SASH SIZE: 51" X 36". 2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2" 3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2", HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCIIOR SPACING & CHARTS 07/11/16 kR8REVISEDGLASS10/02/17 . Number of anchor loeatfons required Frame Frame Width (In) Height 18.00 24.00 30.00 1 . 36.00 42.00 48.00 52.00 In) Hcad Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb fiend Jamb 24. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54. 00 2 5 3 5 3 5 3 5 4 5 A 5 4 5 60. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66. 00 2 5 3 1 .3 5 4 5 4 5 4 5 72. 00 2 6 3 6 3 6 1 3 6 4 6 4 6 4 6 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE & FINLESS ELEVATIONS DRAWN' Dwc 1W N. C. 08-02549 SCALE NTS DAIE 12/29/14 1SIIEE12 OF 1l L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 431. 6ea 0609 rAoms@lrbmaV@ cm, SIGNED: 1211412017 o A( 1o,,6 5 yF` STATE OF ; REv ' F•'OlOR10P• * e IONAj1 G\ Luls R. Lomas P.E. FL No.: 62514 11 52" MAX FRAME WIDTH — 2" MAX — r—r 10" MAX D.C. jl. 10" MAX 0 C O IAX AME IGIIT 52" MAX FRAME WIDTH 2" MAX 2" MAX —- -= 10". MAX O.C. 2" 1/ 10" MAX O.C. O 72" MAX FRAME HEIGHT / JA REASONS ' REV DESCRIPTION __1AIS APPROVED A. REVISED ANC110R.SPACING k CHARTS 07/11/16 R.L. 2" MAX B REVISED GLASS 10/02/17 R.l CHART #2 Number of anchor locations required Frame Framo Width (in) Height 18.00 1 24.00 30.00 36.00 1 42.00 48.00 5200 In) H d S Jamb H d S Jamb H d S Jamb H d S Jamb jH&S Jamb H d S Jamb H d S Jamb 24.00 3 3 3 3 4 3 5 3 1 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 60.00 3 7 3 7 4 7 7 5 7 6 7 6 7 66.00 3 8 3 B 4 8 5 8 5 8 6 8 6 B 72.00 3 8 3 8 4 1 8 5 8 5 1 8 6 8 6 8 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE BUNG WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART p2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART C2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING I IMPACT RATING 16O.OPSF NONE NOTES, 1. MAXIMUM SASH SIZE. 51" X 36". 2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2". 3. MAXIMUM FIXED D.LO.: 49 3/8" X 32 1/2" HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS SIGNED: 1211412017 MI DOW D LLC R I ILoWESEDOORE,T650TIAnA qd+i GRATZ• PA 17030-0370 GENS' o, 5SERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON -IMPACT FIN ELEVATIONS 510 , STAT OF W 0 nFS :c(ORlO; •G\\ Luis R. Lomas P.E. DRAWN rnrc No. 08 539 REV B SHE" SCALE NTS DATE 12/29/14 OF 11 L. ROBERTO LOMAS P.E. 14321VOODFORD RD LEIASVILLE, NC 27023 FL No.: 62514 I34-6W-0609 rOO MSOMMeSpe tom 1/2" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS 1 1/4" MIN I EMBEDMENT BACKER ROD 1 I APPROVED x I 1/4" MAX. SEALANT SHIM SPACE I III # 10 WOOD SCREW 1 I MIN. EMBEDDMENT I__ INTERIOR 1MjN• EDGE DISTANCE x N 10 woof SCREW / x WOOD FRAMING J OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SI IOWN FOR CLARITY. 2. PERIMEI ER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 REVISIONS REV OESCRIPPON DATE APPROVED A REVISED AN0110R SPACING & CHARTS 07/11/16' R.L _ B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLAIION SIGNED: 1211412017 MI WIN650DOWS DOORDOORS, LLC R I l il041q/i WEST MARKETD JCS GRATZ. PA 17030-0370 v •\GENs ,p 1r; ogo• KSERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON-IMPACTFLANGEINSTALLATIONDETAILSSTW j141E', • G\\\\\ \\ Luis R. Lomas P.E. DRAWN: DWC NO B0850 549REV SxENTS wlE 12/29/14 4 OF 11/sS L. ROBERIOLOMASPE. 1192 WOODFORD RD LEWISVILLE. NC 27029 191. 66E 0609 rllmmnsOl4bmaspe c FL No.: 62514 REVISIONS ' 1/2" MIN REV DESCRIPTION DATE APPROVED EDGE DISTANCE A REVISED ANCHOR SPACING do CHARTS 07/11/16 R.L. METAL B REVISED CLASS 10/02/17 R.L. STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE APPROVED SEALANT 1/4.. MAX SHIM SPACE J 10 SMS OR , SELF DRILLING SCREW - N 10 SMS oR INTERIORINTERIORSELFDRILLING SCREWS F. 1 K MIN. EDGE DISTANCE 1 EXTERIOR METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED III SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION BACKER I do APPRO' SEAL STRUT BY 0' SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' I INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED1211412017 MI WINssoDOW DOOR DOORS, LLC R I IL o T MARKETD S i GRATZ• PA 17030-0370 v •y GENS-Y/ 0, 6 5 SERIES185ALUMINUMSINGLEHUNGWINDOW52" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS 0 , STATE OF n. S ;[ OR10P; •G` Druwel: owc NO. REV 08 B 1NAj1Ea\ Luis R. Lomas P.E. SCALE NTS DATE 12/29/14 SHEET59 OF 11 L. ROBERTO LOMAS P E. 1432 wOODFORD RD LEWISVILLE. NC 27023 FL No.: 62514 13166E0609rlbMS@trI0DTypeWM 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS " a 1 1/4" MIN. OPTIONAL IX BUCK ° e' EMBEDMENT' SEE NOTES 3 — 7 SHEET 1 r 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT p 3/16" TAPCON INTERIOR A rrEXTERIOR REVISIONS ' REV DESCRIPTION DATE APPROVED A ' REVISED ANCHOR SPACING k CHARTS 07/11/16 R.L. El REVISED GLASS 10/02/17 R.L. 1 1/4" MIN _ EMBEDMENT CONCRETE/MASONRY 1/4" MAX' BY OTHERS SHIM SPACE a 3/16" TAPCON . INTERIOR as ra 2 1/2" MIN. 1 EDGE DISTANCE ' EXTERIOR BACKER ROD APPROVED OPTIONAL 1X BUCK J SEALANT SEE NOTES 3 — 7 SHEET 1 _ ... _... ._._.. _... CONCRETE/MASONRY INSTALLATION SILL TO BE SET NOTES: IN A BED OF I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BACKER ROD APPROVED NOT SI IOWN FOR CLARITY APPROVED STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE SEALANT SEALANT DESIGNED IN ACCORDANCE WITH AS I M E2112 SIGNED: 1211412017 OPTIONAL IX BUCK 1/4" MAX. MI WINDOWS AND DOORS, LLC 111iII/rr SEE NOTE 3 — 7 SHEET 1 SHIM SPACE 650 WEST MARKET STREET J S R. OqGRATZ• PA 17030-0370 GENSF •J+ CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0, 5 BY OIHERS 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS 0STAT OF wz 0RID A •• ORAWN- DWC NO 08 SCALE NTS wTE 12/29/14 soEEt559 O/ONAj1ENVERTICAL ICROSSSECTIONLROBERTOLOAUSP.E. R. Lomas P.E. CONCRET&MASONRYINSTALLATION 1432LVOODFORDRDLEMSVILLE,NC27023Luis No.: 62514 434-6ee-0609 fQ0wS@6lenwsp@MmFL 1/2" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED x I/4" MAX. SEALANT SHIM SPACE N10 WOOD SCREW BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. r SHIM SPACE I VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISI IES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS ' REV OESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L 1/4" MAX SHIM SPACE INTERIOR EXTERIOR BACKER ROD do APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1211412017 ivii DOOR LLC 1R I IL650DOWWESTMARKETE,T r o i GRATZ, PA 17030-0370 v VGENS qd+' kilo, 6 = SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT by (, FINLESS INSTALLATION DETAILS 0 , STOAT OF W 0'° FS .c(OR10P •G\.`` RruwN: avc Iro. REv 08 B 7/j'jDN111%0 Luis R. Lomas P.E. SCALE NTS DATE 12/29/14 SOE597OF 11 L. ROBERTO LOMAS P.E. II32 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514 434-6EE-0609 flbmasLsbbMSpv Wm CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD APPROVED SEALANT 2 1/2" MIN. EDGE DISTANCE I 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR 3/16" TAPCON 1 1/4" MIN. EMBEDMENT 1 1/4" MIN EMBEDMENT CONCRETE/MASONRY BY OTHERS .- 3/I6" TAPCON 2 1/2" MIN. EDGE DISTANCE I REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANC110R SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L. OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 1/4" MAX SHIM SPACE INTERIOR I EXTERIOR 1 BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/AIASONRY INSTALLATION SILL TO BE SET IN A BED OF NOTES: BACKER ROD APPROVED 7j//// APPROVED I INTERIOR AND EXTERIOR FINISHES, BY OTI IERS, SEALANT STRUCTURAL NOT SHOWN FOR CLARITY. SEALANT 2. PERIMETER AND JOINT' SEALANT BY OTIIERS TO BE OPTIONAL 1X BUCK 1/4^ MAX14 DESIGNED IN ACCORDANCE WITH AS TME2112 SIGNED: 12/14/2017SEENOTE3 — 7 SHIM SPACE SHEET 1 MI WINDOWS AND DOORS, LLC 11111III117j7 CONCRETE MASONRY 650 WEST MARKET STREET R 04/9GRATZ, PA 17030-0370 J\S r, VGENS •J' BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW IUoy6 • k e• . 52" X 72" NON —IMPACT b OJ • _ a' ' .. FINLESS INSTALLATION DETAILS J//It( c A. STAT OF IV` O DRAWN. DWG N0. REVOR 1O \` iiss1ONAeoBSDE549B VERTICAL CROSS SECTION DATENTS 12/29/14 9 OF 11 1%j\\\ CONCRETEIMASONRYINSTALLATION I. ROBERTO LOMAS PE Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 FL No.: 62514434-669-0609 db MIS@UtMSpec APPROVED SEALANT BEHIND FIN 7/16" MIN J EDGE DISTANCE 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS r 1/4" MAX. L SHIM SPACE 8 WOOD SCREW REVI510N5 REV 'DESCRIPIIOR DAIS I APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 1 RL. WOOD FRAMING I 1/4" MAX ll BY OTHERS SHIM SPACE y8 WOOD SCREW INTERIOR INTERIOR x 1 1/4" MIN. EMBEDMENT APPROVED SEALANT I EXTERIOR BEHIND FIN 7/16" MIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION H8 WOOD SCREW NOTES. 1/4- MAX 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, SHIM SPACE NOT SHOWN FOR CLARII Y. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 5 mm I,nullm SIGNED: 12114/2017 7/16" MIN EDGE DISTANCE 7 1REET MI D LLC 1R111It OEDOORS, 650DOW$ WEST MN S APPROVED WOOD GRATZ, PA 17030-0370 GENSF9iP i SEALANF BEHIND FIN 1 1/4' MIN. FRAMING BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW* y6 5 EMBEDMENT 52" X 72" NON —IMPACT Zq((1 _ FIN INSTALLATION DETAILS 0 , STAT OF tv VERTICAL CROSS SECTION 0 {4 WOOD FRAMING OR 2X BUCK INSTALLATION DRAWN' DWC NO DB aEv B FS ;cORIlDt •G\r\\ S' ONA SD 549 SCALE DATE NTS12/29/14 10 OF 11 j10?\\\\ L. ROBERTO LOMAS P E. as LOTSR. Lomas P.E. 1432 WOODFORD RV LEWISVILLE, NC 27023 FL NO.: 434-66B-0609 Abmas@41onusPe a METAL STRUCTURE BY OTHERS APPROVED SEALANT 1/2" MIN I EDGE` DISTANCE 1/4" MAX. SHIM SPACE REVISIONS ' EV DESCRIP110N DALE APPROVED A. RFVISEb ANCHOR SPACING k CHARTS 07/11/I6 R.L. B REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE J 10 SMS OR SELF DRILLING #10 SMS OR INTERIOR SCREW SELF DRILLING INTERIOR SCR Ews _ n 1 till J MIN. EDGDG E DISTANCE 1 EXTERIOR METAL BACKER ROD STRUCTURE do APPROVED EXTERIOR BY OTHERS SEALANT II JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION BACKER ROE do APPROVE[ SEALANI METAL STRUCTURE BY OTHER'_ VERTICAL CROSS SECTION METAL STRUCTURE IIVSTALLAIION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS 70 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED STRUCLURAL SEALANT 1/4" MAX SHIM SPACE SIGNED: 1211412017 MI WIN6soDOW DOORS, LLC 1R I IL 0 T MAD [DOOR J\S GRATZ. PA 17030-0370 v••GENs E!+ 1110y6 5 kSERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON —IMPACT b 7• ( ,Cp2_ FINLESS INSTALLATION DETAILS y0 , STAY OF 0%' 4F7S70 RIOP •REvowcNo08 o59 BDRAw IONANTS j1E?G\`\` Luis R. Lomas P.E. SCALE 12/29/8 L. ROBERTO LOMAS P.E. 14321VOODFORU RD LEWISVILLE, NC 27023 FL No.: 62514 434. 611E 0609 Ab S&kbrt pe corn F2 3/16" 1 7/8- - 2 3/16" -I 2 3/ 16" pEI - I' 1 56 FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD CM• 18501 CM-18503 CM-18553 ALUMINUM 6063-TS 050"THICK ALUMINUM 6063-T5.050'THICK ALUMINUM 6063-T5.050"THICK 2 5/16" -I 2 5/16" -I - 2 5/16" -I 3 3/8" 2 13/1 E 3 3/4- L_ p_ FLANGE FRAME SILL FINLESS FRAME SILL CM- 18502 CM.18554 FIN FRAME SILL ALUMINUM 6063-T5 055• THCK ALUMINUM 6063-T5 055• THICK CM- 18509 ALUMINUM 6063-T5.055• THICK REVISIONS 1 3/81-"- REV y DESCRIPTION dT7E APPROVED A REVISED ANCIIOR SPACING & CHARTS 07/11/16 R.L. FtBREVISEDGLASS10/02/17 RL 2 3I/ 16" J 5/8" -- FINLESS FRAME JAMB 1/ 8" ANN. - - - 1/8" ANN. CM- 18513 ALUMINUM 6063-T5 050• THICK 1/8" ANN. 090 PVB BY KURARAY METAL REINFORCED BUTYL SPACER 2 3/ 16" - EX I ERIOR INTERIOR J I/ 2" BITE SILICONE SEALANT 2 5/ 16" I F I SCTTING BLOCK GLAZING DETAIL FIN FRAME HEAD CAI- 18508 ALUMINUM 6063-T5.050• THICK 5/ e- r , 1/ 8- - 2 5/16" 2 3/16" 1 3/4" 2" LlLLOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM- 18505 CAI-18555 CM. 18504 CM - ALUMINUM 6063-T5.062' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5 -055" THICK ALUMINUM 6063-TS 5. .050• THICK SIGNED: 1211412017 MI T LLC Loj"I,, L I1 3/ 8 650DOWT MADEDOORSTRE JS1R. NSA 1 GRATZ, PA 17030-0370 G J+ 1" 11 15/ 16" SERIES 185 ALUMINUM SINGLE HUNG WINDOW*: 52" X 72' NON -IMPACT 10, 6 6 *= S{ o «qq crrco_ COMPONENTS 70 STAT OF W GLAZINSH GBEADASTILEii F'. ORlO ,' \ DRAWN DwcNo. REv CM-18535 CM-18507 ALUMINUM 6063- T5.050"THICK 08 DI B SSI NA RIGID PVC050•THICK SCALE NTS DAIS 12/29/14 SIEET I9 OF 11 L. ROBER FO LOMAS P E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE•NC 27023 FL NO.: 62514 131.66E- 0609 AoRMS@Nb SPOaom Florida Building Code Online Page 1 of 3 ltt. ., BCIS Home Log In User Registration Hot Topics Submit Surcharge I Skits 6 Facts E Publications FBC Staff F BCIS Site Map Units I Search hl Iaa Product Approval USER• Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail FL FL15349-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived L Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsltlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Unch, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2011 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/31/2017 Date Validated 12/31/2017 Date Pending FBC Approval Date Approved 01/04/2018 https://ww,Ar. floridabuildina. ora/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtH85 72gvd W-I... 1 /31 /2018 Florida Building Code Online Page 2 of 3 Summary of Products FL # I Model, Number or Name Description 15349.1 1185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R9 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513124B.odf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC .APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other:R-PG55 FLi5349 R9 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 it 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 513762.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272 odf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLIS349 R9 11 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 512278B.odf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI-15349 R9 C CAC APC 7962.odf Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 ii 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLi5349 R9 .AE 512277B.odf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee Fl- 32399 Phone: 850-487.182s The State of Florida is an AA/EEO employer Coovnaht 2007.2013 Sate of Flonda.:: Privacy Statement : • Accessibility Statement .: Refund Statement https://www.flon*dabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQw-tDgtH8 5 72gvdW-I... 1/3 1 /2018 Florida Building Code Online Page 3 of 3 Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487 1395. 'Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Chcl M Credo Card Safe https:Hviww.flon'dabuildina. ora/pr/pr_app_dtl. aspx?param=NrGEVXQw-tDgtH8 5 72gvdWI... 1 /31 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/I6- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE R6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS • DESCRIPTION DATE . APPROVED REVISED INSTALLATION DETAILS 06/01/15 R L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITII 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048') FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES TABLE OF CONTENTS DRAWN: DWD NO, NO. I DESCRIPTION J.L. 09-02357 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SME NTS I DATE 09/03/14 1 SHEET 1 OF 12 L ROBERTOLOMASP.E 1432 WOODFORD RD LEMS ylLLE, NC 27023 434-688-0609 r9 mas@+hfo tsp can SIGNED: 1111512016 V I I` o 7 v 0,,6,61 •* f TTAetTE OFT REV 'F' [OR10;• • Luis R. Lomas P.E. FL No.: 62514 6" MAX =I 72 1/2" MAX FRAME WIDTH - 18' MAX O.C. -I 6".MAX j18" MAX O.C. 71 1/2" MAX FRAME HEIGHT - 00 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 81 & #2 EXTERIOR VIEW FOR NUMBER OF ANCI-1i1R[ RFOIIIRFT7 72 1/2" MAX FRAME WIDTH 6" MAX - r 1B" MAX I O.C. 1 _i 6"MAX 6" 00 71 1/2 18 MAX MAX D.C. FRAME T HEIGHT j j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & ff 2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60 OPSF NONE NOTES, I MAXIMUM D L.O.: 69 314' X 66 374' REVISIONS ' DESCRIPTION DATE APPROJED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/18 1 R.L CHART N I Number of anchors required (wl houl rigid fillers) Frame Frame witllli (In) Helghl 24.00 30.00 35.00 42.00 48.00 1 54.00 6000 1 66.00 1 72.50 lin) HAS Jamb HAS pamb 1/A5 amb HAS amb HAS amb HAS J.mb HAS amb HAS a HAS amb 2400 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 7 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 42.00 2 3 2 3 3 3 3 3 3 4 3 5 3 5 3 6 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 54.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 60.00 2 1 2 4 3 4 3 5 3 5 1 5 5 5 6 5 7 5 66 00 2 1 2 1 3 5 3 5 3 6 4 6 5 6 6 6 7 6 71.60 2 5 2 5 3 5 3 6 3 6 4 7 5 7 6 7 7 7 CHART N2 Number of anchors required (with rigid fillers) Frame Frame wldlh (In) Height 24.00 30,00 36.00 42.00 48.o0 54.00 1 60.00 66.00 72.50 In) tits Pmb HH Jamb HAS Jamb HAS Jamb HAS JambR42 HASJamb amb HAS Jamb HAS Jamb 2400 2 2 2 2 3 2 7 2 7 2 2 4 2 5 2 30 00 2 2 2 2 3 2 1 2 7 2 2 4 2 5 236.00 2 3 2 3 3 3 3 3 3 3 3 4 3 5 3 42.00232333333J34353 40.00 2 3 2 3 3 3 3 3 3 3 3 4 3 5 3 51.00 2 1 2 J 1 J 1 7 1 1 1 1 5 1 60.00 2 4 2 137 4 1 44 5 4 66 00 2 1 2 1 3 1 7 1 3 1 4 4 1 5 1 71.50 2 5 1 2 1 5 1 J 1 5 1 J 1 5 7 1 5 1 1 1 5 1 4 5 1 5 5 5 SEE SLEETS 4-7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ• PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION do CHARTS DRAWN. HriYC No. REv J.L. 08-02357 B SCALE NTS DATE 09/03/14 1 SHEET 2 OF 12 L. ROBERTO LOMAS P E 1432 WOODFORD RD LE WISVILLE. NC 27023 434 688.0609 r4amas@ltb=spe cam SIGNED: 1111512016 5 R 11. 7 iiv\GENS g06 51 iST((,,ACCT OF 6I i0•. Luis R. Lomos P.E. FL No.: 62514 71 I FI HI 6" MAX — 72 1/2- MAX FRAML WIUIH — I118" MAX O.C. 00 18" j MAX O.C. 1/2" IAX CHTIGH jy 6" MAX REFER TO CHART #3 — 1SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH — 6" MAX — I 18 MAX O.C. —I — 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT / REFER TO CHART 83 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60. oPSF NONE NOTES: 1. MAXIMUM LO 69314"X 68314' REVISIONS ' REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. CHART N3 Number of anchors required (fin Insfalladon) Frame Frame wIdlh Qnf ltighl 2/ 00 20.00 3000 1 42.00 48.00 1 54.00 1 60.00 1 66.00 72.50 IIRI 11A5 amb IIAS amb HAS amb HAS amb HAS amb IIAS amb HAS amb HAS amb HAS amb 24. 00 J J J J 4 4 3 4 5 5 5 3000 J J J J 4 J 4 1 5 J 5 6 3600 3 J 3 J J 4 J 4 J 4 5 J 5 J 6 1200 4 1 4 1 1 1 4 1 4 5 4 5 1 6 4 48. 00 J 4 4 4 1 4 4 4 4 4 5 4 5 4 11 4 54. 00 4 4 J 4 4 1 4 4 4 4 5 4 5 4 6 4 6000 J 5 J 5 5 4 5 4 5 4 5 5 5 5 5 6 5 6600 J 5 J 5 5 4 5 4 5 4 5 5 5 5 5 6 S 7150 J 6 7 6 6 4 6 4 6 4 6 5 6 5 6 8 6 SEE SIIEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKFrT ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN ELEVATION & CHART ORAWM. ONO NO. J. L. 08-02357 SCALE NTS I DATE 09/03/ 14 S/1EET 3 OF 12 L ROBERTOLOMASP.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434. 688 0609 rOomaSClrOWSpe can SIGNED' 1111512016 1R I IL.41 GEO1S tF. d EEE O•. kr REv :-' F•l0R10'•.:i'ZZ- e iSS/OkA I Luis R. Lomas P.E. FL No.: 62514 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4' MIN. OR 2X BUCK EMBEDMENT BY OTHERS 4 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTICIN WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ 1/4" MAX EMBEDMENT SHIM SPACE 1/2" MIN. EDGE DISTANCE INTERIOR I 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER RODBYOTHERSBACKER APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA710N METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4' MIN EDGE DISTANCE 1/4- MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE INTERIOR 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS ' REV .DESCRIPTION A REVISED INSTALLATION DETAILS B I REVISED NAME AND ADDRESS DALE' :- APPROVED 06/01/IS RL. 10/27/I6 R.L. NOTES: 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 1R I111/11 650 W. GRATZ. PA 17030 Dy 6 6 * SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT WITHOUT FILLERS otigr clsroa FINLESS INSTALLATION DETAILS OO,• 5TAT OF ORAWN DWC Iq REV 08 50E 3$7 B if Luis R. Lomas P.E. SCALE OAIENTS 09/03/14 4 OF 12I L ROBERTOLOMASPE 1192 WOODFORD RD LEWISVILLE. NC 27027 FL No.: 625149/.6M-0609 dlamesL6)likm pe mm REVISIONS ' REV DESCRtPTIOI+ 611E APPROVED 2 1/2" MIN. - A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a , 1 1/4' MIN 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET t r CONCRETE© ASONRY BYROD1M1"MAX. OTHERS 1/4" MAX. ACKER APPROVEED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. c ' SEE NOTE 3 — 7 SHEET t EDGE DISTANCE EXTERIOR L_ BACKER ROD CONCRETE/MASONRY APPROVED BY OTHERS n 1 1/4" MIN. SEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE(MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC R IIf'd9 oWw. MnDKET GRATZ. PA 17030 J\S v,\GENSF •J' NOTES. SERIES 1B5 ALUMINUM FIXED WINDOW 0 1 * 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT NOT SIiOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS p , STAT OF (Q 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE O . \ DESIGNED IN ACCORDANCE WITH ASTAi E2112 Drum+• C No REV ii`S :cZ0R1'. J. 08 50 E357 B L. DAZENTS 09/03/14 5 OF 12 L. ROBERTO LOMAS P.E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 FL No.: 62514 34-6EE 0609 Abm°s@kbwsp° o WOOD- FRAMING OR 2X BUCK BY* OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. BACKER ROD SKIM SPACE APPROVED RIGID FILLER SEALANT 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAM114G 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS \ I 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4- MIN. _ _ 1/4" MAX. EMBEDMENT SHIM SPACE l— r RICID FILLER 1/2" MIN. / EDGE DISTANCE INTERIOR k10 WOOD J SCREW WOOD FRAMING J EXTERIOR OR 2X BUCK BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE• BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4- MIN. EDGE DISTANCE r3/4" MIN I EDGE DISTANCE 1/4" MAX. SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR SELF DRILLING SCREWS PFOAACKE.R RO D METAL EXTERIOR STRUCTURE BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTDN RATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 [ R. B' REVISED NAME AND ADDRESS 10/27/16 NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WIT14 ASTM E2112 SIGNED: 1111512016 MI WIND DOORS, LLC1R 11` 0 i// oWw. MnDK 15. GRATZ. PA 17030 GEN'q- 0 6125SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT WITH RIGID FILLERS Q `e} STAT OFFINLESSINSTALLATIONDETAILS0 , S 0R10r •G\\ DRAWN: DWG NO REV I08 B S/ONA Luis R. Lomas P.E. SCALE DAZE 50E2E357NTS09/03/14 6 OF 12 L. ROBERTO LOMAS P.E. 1432 WODOFORD RD LEMSVILLE, NG 27023 FL No.: 62514 431-6ee-0609 rftc=s@ebnuspe=n REVISIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 RL. CONCRETE/MASONRY BY OTHERS a .. , 1 1/4" MIN 1 1/4" M114 EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET I CONCRETE/MASONRY v BACKER ROD J Ile BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 - 7 RIGID FILLER SHEET 1 3/16" TAPCON V •. EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD gfib1\t1 1h — APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. a SEE NOTE 3 - 7 SHEET I EDGE DISTANCE EXTERIOR BACKER ROD CONCRETE/MASONRY do APPROVED BY OTHERS a 1 1/4" MIN. SEALANT SEALANT EMBEDMENT JAMB INSTALLATION DETAIL n • CONCRET&MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC R I IL0oWw. MNDKET J\s E NSA 9TnGRATZ, PA 17030 v, •\G NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. SERIES 185 ALUMINUM FIXED WINDOW Z: y1110g75 •*s NOT SHOWN FOR CLARIIY. 73" X 72" NON -IMPACT J-( sr.lpt= 2.PERIMETER AND JOINT SEALANT BYOTT IERSTOBE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS AlTAT OF, (v` DESIGNED IN ACCORDANCE WITH ASTM E21 12 i O c[pR10P• G\ DRAwN: Dwcfro. RLv Fs D8 SDEE3$ 7 B S/ONA SCALE DAZENTS09/03/14 7 OF 12 I\\\\ L BOBER TO LOMAS P E. Luis R. Lomas P.E. 1192 WOODFORD RD I EWISVII LE, NC 27029 FL No.: 62514 194-688- 0609 AI°mRs@trlDM9pe rom WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN rEDGE DISTANCE , 1 1/4" MIN. METAL EMBEDMENT. STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD & APPROVED SEALANT BEHIND FLANGE 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX FSHIM SPACE 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ {- 1/4" MAX. EMBEDMENT I I SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIOR 1 A10 WOOD J SCREW WOOD FRAMING EXTERIOROR2XBUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 3/4" MIN f" — Mrr niCTAurr 1/4" MAX SHIM SPACE 10 SMS OR ELF DRILLING BREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEIiINO FLANGE 1/4" MAX. r SHIM SPACE METAL STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX SHIM SPACE T_ r7' - 3/4" MIN. I INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS ' REV DESCRIPIDN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL B REVISED NAME AND ADDRESS 10/27/16 RL NOTES 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED. 1111512016 MI WIND DOORS, LLC IR IL`,///// oWw. MNDKET JCS NV' GRATZ• PA 17030 GE 9U+ D73" SERIES 185 ALUMINUM FIXED WINDOW*4T9ATty0FX72" NON-IMPACTFLANGEINSTALLATIONDETAILSWITHOUTFILLERSA, •w` s 'C[oR1or, N Luis R. Lomas P.E. D1UWI+ OWC N0. 08 50 E357 REV B/SjONAiIEa\\\\ SGLE DATENTS 09/03/14 8 OF 12 L ROBERTO LOMAS RE 0432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514 434-688 0609 rlbMAS@Ulomaspe C-1 REVISIONS 2 1/2" MIN. REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE I 0 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY 01HERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD h 1/4" MAX. BY OIIIERS 1/4" MAX. APPROVED SEALANT SHIM SPACE a I SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK r SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & V= W _ APPROVED SEALANT BEHIND FLANGE 1/4 MAX 2 1/2" OPTIONAL IX BUCK SHIM SPACE MIN. a SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR BACKER ROD doCONCRETE/MASONRY BY OTHERS 11 1/4" MIN. APROEDBEINDVFLA14GESEALANT EMBEDMENT JAMB INSTALLATION DETAIL y n .• a T• CONCRETE/MASONRYINSTALLATION I 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC IILIDoWw. MNDKET GRATZ. PA 17030 51 VCENS qiP NOTES. SERIES 185 ALUMINUM FIXED WINDOW 0 61 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 73" X 72" NON —IMPACT r NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS WITHOUT FILLERS A , TAT OF 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE i%'iS` DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAW": owc 'TO REV c(0 R1 P •G\ J.L. 08-02357 e 77jI11111110SCALENTSDA+E 09/03/14 SNEEr9 OF 12 L RODERIOLOMASPE Luis R. Lomas P.E. II32 WOODFORD RD LEWISVILLE. NC27023 FL No.: 62514 434 688 0609 dbR415Lvdbly 4 spl C r 1/2" MIN. I EDGE DISTANCE WOOD FRAMING OR 2X BUCK BY OTHERS I 1/4" MIN. EMBEDMENT 1/4" MAX. BACKER ROD & J APPROVED SEALANT SHIM SPACE RIGID FILLER BEHIND FLANGE 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE urr 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR LF DRILLING REW REVISIONS REV DESCRIPIIDN A REVISED INSTALLATION DETAILS B REVISED NAME AND ADDRESS DATE APPROVED 06/01/15 R L. 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR SELF KILLING 10 WOOD SCREW SCREW BACKER ROD & RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/M1" MAX, METAL F SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, WOOD FRAMING OR 2X BUCK 1 1/4" MIN. STRUCIURE NO TSHOWNFORCLARITY. EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BY OTHERS DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" IN II MIN EDGE DISTANCE EDGEE DISTANCEDISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. _ _ 1/4" MAX. EMBEDMENT SHIM SPACE A f- RIGID FILLER 1D MIN. EDGEE DISTANC INTERIOR 1 10 WOOD J III SCREW WOOD FRAMING EXTERIOR OR2XBUCKBY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I 1/ 4" MAX. SHIM SPACE RIGID FILLER 3/ 4" MIN. 7,,-Il INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 DOORS, LLC MIWINDsoWw. R Ilio, MARKETSGRATZ, PA 17030 AGENS1, t 9iP i 625 k 4-. T A SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT clsFLANGE INSTALLATIONDETAILSWITHRIGIDFILLERSATOFDruwN: TriC No. RLv OB 2357 B Luis R. Lomas P.E. s" ELT 10 OF 12 SCALENTSDATE09/03/14 L ROBERLOLOMASP.E. 1472 WOODFORO RO LEWISVILLE, NC 27023 FL No.: 62514 494- 666.0609 dlanas@6lomnspe com REVISIONS REV DESCRIPIION DALE APPROVED 2 1/2" MIN. . A REVISED INSTALLATION DETAILS 06/01/15 RL. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R L CONCRETE/MASONRY, II ' BY OTHERS •• e L 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X DUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 o BACKER ROD k APPROVED SEALANT 13EIIIND FLANGE EXTERIOR BACKER ROD k APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS CONCRETE/MASONRY 1/4" MAX. BY OTHERS 1/4" MAX. ISHIMSPACE SHIM SPACE OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 RIGID FILLER SHEET I 3/16" TAPCON v INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4- MAX. 2 1/2_ SHIM SPACE MIN. EDGE a DISTANCE EXTERIOR BACKER ROD k APPROVED SEALANT n ' ,' • 1 1/4" MIN. BEHIND FLANGE 4 EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE)MASONRYINSTALLATION a 2 1/2- MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION SIGNED: 1111512016 NOTES I INTERIOR AND EXTERIOR FINISI IES, BY OTI IERS, NOT SHOWN FOR CLAPHY MI WINDOWS NDMNKDC DOORS, LL 50 W. PA 17030 1, R 11 Lo v •\ GEIVS•'9iP tttt,'''' F SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 2. PERIMETER AND JOINT SEALANT BY OTHERS 70 BE DESIGNED IN ACCORDANCE WITH ASTA1E2112 0y61? 61 •'A' Q (• crs 07• __ y0 , 5TAT OF i s/pNRI T7jlllllllll\\\ ORAWN• J. L. mvc fro 08-02357 REv O1 P'G' B SGLE NTS IDATE 09/03/14 ISHEE111 OF 12 L. ROBERTO LOAIAS P.E. 1432 WOODTORD RO LEWISVILLE•NC 27023 431.6W- 0609 tl1O."SO bn asp. mm Luis R. Lomas P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN h6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. F SHIM SPACE INTERIOR 1/4" MAX u r SHIM SPACE 3/8" MIN 11I11/1 !1 EDGE DISTANCE 6 WOOD WOOD SCREW I FRAMING APPROVED IF' _ 1 1/4" MIN BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX WOOD FRAMING _IBYOTIIERS SHIM SPACE 6 WOOD SCREW INTERIOR 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPIIDN MIE APPROVEO A REVISED INSTALLATION DETAILS O6/01/l5 R L. B REVISED NAME AND ADDRESS 10/27/I6 R.L. NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTIIERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITII ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN. DWC NO r-E 08-02357 NTS -E 09/03/14 SNEL' 12 OF 12 L ROOEUO LOMAS P.E 1432 IVOODFORD RD LEWISVILLE. NC 27023 434 bee-0609 Al0m0SLM6 Spe CM SIGNED: 1111512016 D y140 61261 * = T E 0F iO • L4 Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 flit- F'd'o F""r`fi"" eFY ti*r BCIS Home Log In I User Registration { Hot Topics Submit Surcharge Sas 6 Facts E Publications { FBC Staff BCIS Site Map j Links Search DCIuZ rV Product Approval 6. I USER: Public User idi-a 4 Ca Product Approval Menu > Product or Application Search > Application List > Application Detail FL : FL15353-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer r Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE L Validation Checklist - Hardcopy Received Certificate of Independence FL15353 R3 COI FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA 450 2010 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuildino.orcr/pr/pr app dtl. aspx?param=wGEVXQwtDgtH8 5 72gvdV/I S ... 2/1 /2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 10/16/2017 10/23/2017 10/26/2017 12/12/2017 FL # I Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01448B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120728.Ddf span: 104-1/4". Created by Independent Third Party: Yes 15353.2 15764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01439B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01449B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.odf span: 156-3/8" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01440B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01442B.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512066B.odf length - 83". Created by Independent Third Party: Yes 15353.6 I CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 11 08-014515.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075E Ddf span - 156-3/8" Created by Independent Third Party: Yes i 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01452B.Ddf Approved for use outside HVHZ: Yes; Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.Ddf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 I CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 Ii 08-014435.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https:Hww-w.floridabuildin-. ora/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8 5 72gvdWIS... 2/ 1 /2018 Florida Building, Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512067B.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01453B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.Ddf span - 156-3/8" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ:-No FI-15353 R3 II 08-01444B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512068B.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 I CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-014546.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512078B.Ddf span: 156-3/8". Created by Independent Third Party: Yes Back Next Contact U5 :: 2501 Blair Stone Road. Tallahassee cL 32399 Phone: 850-a87-182• The Sate of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Prrvacv Statement :: ACcessiblllty Sat•men[ :: Refund Stat-men[ Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please ciick here . Product Approval Accepts: Ct U1I Card -- Safe https:Hw-vv.floridabuildina.oralprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 2/1/2018 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 4) APPROVED IMPACT PROTECTIVE SYSTEM 15 NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULI_ION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH — WI i W2 2 REVISIONS REV DESCRIPTION DALE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. B REVISED ANCHORING NOTES do INSTL DET. 1 06/07/17 R L. ANCHORING NOTES- 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3 2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 1" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 3) FOR ANCHORING INTO METAL USE b 10 SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO AC141EVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 4) ALL FASTENERS TO BE CORROSION RESISTANT. 5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE —STEEL 1BGA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KS1 .062" THICK MINIMUM 6) FOR ATTACHING WINDOW UNITS TO MULLION USE # 10 SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER. STAGGER SCREWS AT EACH WINDOW. TABLE OF CONTENTS SHEET NO. DESCRIPTION DRAWN. 1 NOTES V.L. 2 CONFIGURATIONS AND OP CHART suEE• NTS 3 INSTALLATION DETAILS 4 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 03" MULLION SPAN GENERAL NOTES ow, en. 08-01439 DATE D I/ 1 1/ 12 SHEET I OF 4 L ROBERTO LOMASP.E. 1432 WOODFORD RD LE WISVILLE. NC 27023 431.666 0609 dlM MS@llIWQSpv a ) SIGNED: 1011312017 S R I I L10 1 r v\GENS i3OA 5 * e 7O••• STAT OF to S/DIVA j1Sa\\\\ Luis--R. Lomas P.E. FLNO.: 62514 107 3/8" COMBINED WIDTH W1-- 83- 1 FRAME HEIGIIf WINDOW WINDOW MULLION 5P1, 1 1 107 3/8" COMBINED WIDTH 107 3/8" COMBINED WIDTH WI --I B 1 FRAME WNDOW HEIGHT WINDOW MULLION SPAN) L J J W1 -I W2 83" J J WINDOW J FRAME HEIGHT WINDO WINDO MULLION J SPAN)1 1 1 IWI F--- W2 107 3/B" COMBINED WIDTH Design pressure ratiliq s Mullion span (In) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 120.0 120.0 1200 1200 120.0 120.0 37.38 1200 1200 1200 1200 120.0 1200 49.63 120.0 98.3 81.2 769 752 75.1 62.00 71.0 52.2 39.7 359 334 32.3 65.63 596 43.7 330 296 27.4 26.3 77.00 44.9 32.7 24.4 218 19.9 19.0 81.00 28.1 253 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE 107 3/8" _ COMBINED WIDTH W1 -I W2 - e3" IINDOWFRAMEWINDOW HEIGHT MULLION SPA 11 107 3/11" COMBINED WIDTHF_ W2 83" WI J J WINDOW FRAME HEIGHT MULLION SPAN) 1 1 i W1 -)F-- W2 - 107 3/8" COMBINED WIDTH REMSIONS REV I DESCRIPTION I DAIE I APPROVED A (REVISED INSTALLATION DETAILS 06/10/15 1 RL. 8 REVISED ANCHORING NOTES & INSTL DET 06/07/17 RL. 10-1 3/11" COMBINED WIDTH W1 -II W2 TI 83" J I WINDOW J FRAME HEIGHT WADOW/+J WINDOW MULLION SPA r W 1 - F'- W2 -- 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3/8"AS SHOWN HEREIN. Design pressure ratinq (psf7 With rebar Mullion span (in) Tribut2Fy width I In) 16.13 25.50 36.00 42.00 48 00 52.13 25.00 120.0 120.0 1200 1200 120.01 1200 37.38 120.0 120.0 1200 120.0 1200 1200 49.63 1200 98 3 81.2 76.9 752 75.1 62.00 95.2 70.0 53.3 481 44.8 434 65.63 80.0 586 44.2 39.7 36.7 353 72.00 60.3 431 32.8 29.2 26.7 255 84.00 37.7 27.3 201 17.7 160 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. SIGNED: 1011312017 MI WIN650DOW DOOR LLC I T MARKETD STREET s R t 0'1j E NS' GRATZ, PA 17030-0370 L ' p -f J0 8 515764 - VERTICAL MULLION 83" MULLION SPAN y j{k•QQ(,C(rAPPROVEDCONFIGURATIONSANDRATINGCHARTS133TAT'OF 4, 0. s :i OR1O'.'G\` DRAWN: DWG NO. REV 08 9 B IlNlikX0 \\\ Luis R. Lomas P.E. SCALE NTS IMrE 01/11/12 S"M 2OF 4 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 FL NO.: 62$14 434.688.0609 r0wtas@bbmasp. G ) ' 7- EDGE MIN ' EDGE DISTANCE MASONRY/CONCRETE• BY OTHERS MIN. EMBEDMENT II 1 it 1 it 1 IIJ1 U 1/4" ELCO ULTRACON TAPCON MT000022 CLIP SECT5796 CUP 110 SMS OR OPTIONAL i SELF DRILLING REOAR SCREW MULLION METAL 1/2" MIN. STRUCTURE EDGE L BY OTHERS MT000022 DISTANCE CLIP VERTICAL CROSS SECTION 10 WOOD SCREW METAL INSTALLATION I i I I I I I 1 1 3/8" MIN EMBEDMENT WOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE L BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. RENSIONS DESCRR•IIDN DIE I MPROVED REVISED INSTALLATION DETAlI.S 06/10/15 RL. REVISED ANCHORING NOTES k INSIL DET 06/07/17 1 R.L. SIGNED: 1011312017 MI WINDOWS AND DOORS, LLC 11111I.1/1,,, 650 WEST MARKET STREET J\S!'. L01j i 9B, GRATZ. PA 17030-0370 GENSF k• 5764 — VERTICAL MULLION MULLION SPAN it,cINSTALLATIONro583" DETAILS 0 ; OF •ems\ nc.S ; l0RIOt •G DRAWN' oWc No. REv 08 B Luis R. Lomas P.E. FL No.: 62514 SCALE NTS DATE 01 / 1 1 / 12 SHEET93OF 4 L. ROBERTO LOMAS P E. 1432 WOOOrORD RD LEWISVILLE. NC 27023 434- 66e 0609 10—s@WM.lpn r, ' i- 2.140" --I El I SECT5764 MULLION ALUMINUM 6005.75.125- THICK 1.5 31" RF- U ?EBAR 16 GA (062) GALVANIZED STEEL NOTES 1. CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 2. FOR WOOD & METAL INSTALLATION USE ALL FOUR ANCHOR LOCATIONS. 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4" SEPARATION BETWEEN ANCHORS. 3 261" - 1.375" 0 625" ] [ L 3.250" 0.843" 4 000" O O_j MT000022 CLIP 16GA (063 % GALVANIZED STEEL SEE NOTE 2.4 3, T141S SHEET. 3 750" — 2.189" -- 1.0 0" - - 0.375" 0.8- 143- 1 2X 00.210" I 1.562" 1562" aI- SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5 125" THICK REVISIONS DESCRIPRON DATE APPROVED REVISED INSTALLATION DETAILS 06/10/15 R.L. REVISED ANCHORING NOTES h INSTL DIET. 06/07/17 R.L. 3.750" 1.000" - - 0.375" 0.422" 2.032' 0.84E 2.875" SECT5796 CLIP 2X 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063- T5.125" THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN COMPONENTS DRAWN DWC NO. V.L. 08-01439 SCALE NT$ DAIE 01 / 1 1 / 1 2 1 SHEEI 4 OF 4 L. ROBERTO LOMAS P.E. 1432 WOOOTORD RO LEWISVILLE. NC 27023 434.688 0609 IA nw,@)lrA—np l Qom SIGNED: 1011312017 04! TE OFF F[ORIO: B 75`S OIVA j1rcaG` Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 Business& Professional Regulation BCIS Home I Lop In I User Registration j Hot Topic ( Submit Surcharge I Stats B Facts I Publications FBC Staff I BCIS Site Map Links search lalda c Product Approval USER: Public User C r eiR,c'ia Product Approvat Menu > Produr, or Application Search > Application List > Application Detail FL $ FL13223-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R4 COI RIO - Certificate of Independence odf Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R4 Eaulv RIO-2692B-17 ASTM C1186 eouivalency.odf http://NA rw.floridabuilding.org/pr/pr_app_dtl.aspx?param=NA,GEVXQ\N tDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Prnelurtc Method 1 Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II cempanel- installation. odf Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.Ddf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrino.odf FL13223 R4 11 RIO-2666-17 Panel Wood Metal Frame.Ddf DesignPressure: N/A Verified By: Ronald I. Ogawa 24121 Other: For use Inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.Ddf FL13223 R4 AE RIO 2689-17 Panel to Furrino.Ddf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf Created by Independent Third Party: Yes 13223. 2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II HardiePanel-Installation.Ddf Approved for use outside HVHZ: Yes FL13223 R4 I1 NOA 17-0406.06.Ddf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrina.odf FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.Ddf DesignPressure: N/A Verified By: Ronald I. Ogawa 24121 Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 Rc AE NOA 17-0406 06.1)df FL13223 R4 AE RIO 2689-17 Panel to Furrino.Ddf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13223. 3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.odf Approved for use outside HVHZ: Yes FL13223 R4 11 Prevail - Panel- Installation.odf Impact Resistant: N/A FL13223 R4 11 RIO 2689-17 Panel to Furrino.Ddf FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.Ddf DesignPressure: N/A Verified By: Ronald 1. Ogawa 24121 Other: For use inside a HVHZ Install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.odf FL13223 R4 AE RIO 2669-17 Panel to Furrino.Ddf FL1, 1223 R4 AE RIO-2686-17 Panel Wood Metal Frame Did Created by Independent Third Party: Yes Batic Nezt Contact Us .: 2601 Blair Stone Road, Tallahassee FL 32399 Phone* 850-487-1824 The State of Florida 6 an AA/EEO employer. Copvnoht 2007.2013 State of Florida, :: Privacy Statement - Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: pnr l` J http:// vA,NArw.floridabuilding.org/pr/pr_app_dtl.aspx?param=,A,GEVXQNA tDgvRk-6bsN,Z66FC... 2/6/2018 Florida Buildinc, Code Online Paae 3 of 3 Creel„: Card Safe http://NA-A,: floridabuilding. ora/pr/pr_app_dtl .aspx?param=NN,GEVXQ"rtDgvRk6bsvZ66FC... 2/6/2018 Florida Product Approval HardiePanel® Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. A >o CLEARANCES Install siding and trim products In Maintain a minimum 1" Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardle and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and I he bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud Figure 6 sidin I waterresistive siding and trim. Figure 8 Refer to fig. 3 on Page 1 sidingbamer1'I:I i II I1111114711ILTI %1'-7mm. I . f , bottom plat! concrete o' min. foundation Maintain a minimum I" gap' between gutter end caps and siding & trim. Figure 9 siding f1'C` P, gutter and end cap 1 -2", min 3 deck matenal 2" Do not bridge floors with HardiePanel® siding. Horizontal joints should always be created between floors (fig.10). Mier - ResinResistive Figure 10 earner Framing Hoizontal Floonng Trim ll 1 I I Sheathing fascia HardiePanelo BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 ?i" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant. galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member Is Dresent, HardlePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush EM Countersunk, fill 8 add nail Figure A E Figure B do not under dnve nails oo NOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding. R is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 - "...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1001 - 1101 to maximize water deflection Figur PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 8) Hardie Pane Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 W INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPL US-- PRODUCTS Visit wwm iameshaidie com for the most recent version. SMOOTH - CEDARMILL° • SELECT SIERRA 8 - STUCCO IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRFTTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTA^ PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from oreakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Posmon cutting stator so that wind vrill Wow dust away from L .r 1. Cut only using score and snap, of shears (manual, electric or pneumatic). and others in worWng area. 2. Position cutting station in wall -ventilated area 2. Use one of the following methods: a. Best: i. Score and snap fi. Shears (manual, eleco is or prteumatc) - NEVER use a power saw indoors b. Better. i Dust reducing circular saw equipped with a - NEVER use a circular saw blade that does not carry the HardieBlade saw blade trademark HardieEllade` saw Wade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: i. Dust reducing circular saw with a HardieBladel saw blade only use for bw, to mooraT cutting) Important Note. For maximum protection (lowest respirable dust production), James Hardie recommends always using -Best"-level cuhuhg methods where feasible. MOSH-approved respirators can be used of conjunction with above cutting practices to furtiter reduce dust exposures. Addioonal a osuie information is available at wmajamestwdie.com to help you determine the most appropriate cutting method for your job requirements. If concern still exists about exposure levels or you do not compy, with the atxlve practices, you should always consult a qualified Gldustrbal hyr<gianisl or contact James Hardie for further information. Moea.os GENERAL REQUIREMENTS: These instructions to be used for residential single family ins'LaIlations only, For Commercial / Multi -Family installation requirements go to wA%W.JamesHardiecommercial.com HardiePanell, vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/iurring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at vAA ,,,. jamehardie.com A water -resistive barrier is reouired in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HaroieWrapl Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO N01 use stain, oil/al d base paint, or powder coating on James Hardie'`' Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 48 "Expansion Characteristics" at vAvw.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens. PVC or metal jointers or2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlus` Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge z 4 stud vatet-raslstive water -resistive z x 4 stud Darner barriernailingdistances. .— upper panel .—upper panel Figure 1 stud Do', o not 1/4" gap Do not 1;4" gap water -resistive I Caulk Caulk barrier I t r sheathing HardiePanel Batten Joint "H" Joint Z-flashing t —Z-flashing t c, o vertical siding water -resistive barrier decorative hanOkeep'nails 2 x sod .—louver . — 3/8' min. panel t— lower hoard from panel panel edges plate Q o Figure 4 3/8' ' leave aopropnate gap between Recommendation: When o panels, ;hen caulk' installing Sierra 6, prowoe Lulmoderatecontact Caulk Joint a doubly stud at panel Nor applicable to ColorPlus' Finish) joints to avoid nailing keep fasteners 2" 'Apply caulk in accordance with caulk mrough grooves. away from corners manufacturer's wrinen application instructions. For additional information on HardieWrap'" Weather Barrier, consult James Hardie at 1-866-41-lardie or vnAN.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST Janes Hardie° products contain resoirable crystalline silica, which is knovm to Ina State of California to cause cancer and is considered by IARC and MOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of iesoirabte silica dust can aso cause a disabling and potentially fatal lung disease caller sdicasis, and has been linked with ounai diseases. Some studies suggest smoking may increase tnase risks. During installation or handling: (11 work. in outdoor areas va:h ample ventilation; (2) use fiber cement shears for cutting or, vAtere not feasible. use a Hsrd,eBlade" say: Woe and dust -reducing circular saw anacned to a HEPA vacuum; J) warn otners in the immediate area, (4) wear a wmary-fined, NIOSH-app oved dust mass; or resonator (e.p N-95) it, accorcance whin applicable bovernment regulations ano manulaciurer instructions to further limn respirable silica exposures. During dean -up, use HEPA vacuums or wet daanup ari - never dry sweep. For further mtormation, refer to our installation instructions and Material Safety Data Sneer available at vwmjamesvrdie.com or by calling 1-800-911A.9DIE (1-e00-942.7343) FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION, IN!STRUCTIOKIS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH M[itnx HS1236 - P1/3 1/13 M >o.. CAULKING . For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Ouad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardier Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimad.100% acrylic topcoats are to touch-up ColorPlus products.. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie(D ColorPlus@ products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlusr, Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanelm siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlusO product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct toucli-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE' SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use staih, oil/alkyd base paint, or powder coating on James Hardieo Products Apply finish coat in accordance with paint manufacturers written Instructions regarding coverage, application methods, and application temperature RECOGNITION In accordance with ICC-ES Evaluation Repon ESR- i 844, HardiePanelS vertical siding is recogntzed as a suitable alternate to that soecifieo in. the 2006.2009, is 2012 International Rasioarmal code to, One -and Two -Family Dwallmgs and die 2006, 2009, S 2012 Intemational Building code. HardiePanel van ial siding is also recognized la application m the following. City of Los Angeles Research Report No. 24862, State el Florida listing FL#889, Oade County, Flonca 140A No. 02-0729.02, U.S Deot. of HUD Materials Release 1263c, Texas Department of Insurance Produc, Evaluation EC-23, Crty of Nrnv York MEA 223-93-M, and California DSA PA-019. These documents should also be consulted for additional informaVon concerning the suhability of this product for specific appliauons. U 2013 James Hardie Budding Products All rights reserved. TM. SM, and ® denote trademarks or registered trademarks of James HardieTechnology Limited E is a iegislered trademark of James Hardie Technology Limited. Additional Installation Information, Warranties, and Warnings are available at JamesHardie wvmi.jameshardie.com HS1236 - P3/3 6/13 F;b I 1 MI.AMI`DADE COUNTY C_i dcawa O =Wlk ACCCEDRED ACCREDrrED July 30, 2017 Pingsheng Zhu, P.E. Product Compliance Engineer James Hardie Building Products 10901 Elm Ave. Fontana, CA.92337 Re: NOA=17-0406.06 . Relative to FBC 2017 Project - R I O-26 7 9 AA-17 Dear Pingsheng: After review of the 2017 FBC, it is my opinion that the current NOA-17-0406.06 is in compliance vrith the 2017 Florida Building Code. Referenced Standards in the 2017 FBC: 1. Wood: AWC NDS-2015 & SDPWS-2015 2. Structural Loads: ASCE/SEI-7-10 3. Concrete: ACE-318-14 4. Masonry: TMS402-2016/AC1530-13/ASCE-5-13 5. Structural Steel: AISC 36040 (Including manual of steel construction 2010 (140, edition)) 6. Cold -formed Steel: AISI 100-12 7. Aluminum: ADM-1-2015 In addition, I am making the following Statement of Independence as requested: 1. Ronald Ogawa. does not have nor does it intend to acquire or will it acquire any financial interest In any company manufacturing or distributing products for which evaluations are issued. 2. Ronald Ogawa is not owned, operated or controlled by any company manufacturing or distributing products ft evaluates or inspect. 3. Ronald'Ogawa Inc does not have, nor will it acquire a financial interest in any company manufacturing or distnbuting products for which reports are being issued. 4. Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the product. Should you have any questions on anything, please contact me. Sincerely, Ronald I. Ogawa, P!E. RI Ogawa & Associates, Inc. IAS Laboratory Approval, T L 360 IAS Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency 714) 292-2602 rort(cDrioaawa.com CC: Roger Ogawa — RI Ogawa & Associates, Inc. Karen Ogawa — RI Ogawa & Associates, Inc. rr/rrrrrrrr,. pGAK1 41 FsS10N AL t Lab Address: 1985 Sampson Avenue, Corona, CA 92879 . Phone (714) 321-4939 • Fax (714) 908-1815 • E-mail: rooen briooahacom Mailing Address: 16835 Algonquin St. t!"3. Huntington Beach, CA 92649 • Phone (702) 491-3710 • Fax (714) 908.1815 • E-mail: debby(drioaara.cam Engineering 9 Quality Control . Product Development • Inspections • Code Consulting • Expert Witness • Testing Cflunirx t MWA H-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami. Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economv James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing Into. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; installation Details Wood/Ivdetal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELI NG: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words -Miami-Dade County, Florida; and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 15-0122.04 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. CMIAMINOA No. 17-0406.06 Ar)E COUNTY Expiration Date: May 1, 2022 Approval Date: May 4, 2017 O 12 17 Page l James Hardie Balding Products. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, Cem.Soffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/19/96 A. NT. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/118/96 A. N. Reeves P.E. C... CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS "Submitted under NOA # 15-0122.04" 1. Statement letter of code conformance to the 5a' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I- Ogawa, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 E-1 WALL LENGTH Stud Spacing at 16" O.C. B4 rr- r iiuil,r,f,o c I • WAI_I_ s.l w"i17, '•"ll.C I I ;;1 By—j Muni i PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration te05l01/2022 B AI_L A Y Mianni-Ciatfe Product Control with 04 11,110" No A10 stro1 I r KIM( B [- I Nailsat16" O.C.'(typ.) 3/ 8` Mlhimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding Water - resistive barrier per Florida Building Code Section 1404. 2 5/ 8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 5/ 8" thick / 6 ply APA rated plywood sheathing in a=( dence with Florida Building Code Section 23223 Water - resistive barrier per Florida Building Code Section 1404.2 TX 4" S•P-F Wood Studs P$ qD LLU-D U C PTI N HardiePanel®, CempaneM, & Prevail® Panel Siding materials are nonasbestos fiber- oament products tested In accordance with ASTM C1186 Grade II, Type A and meeting the requirements ofthe Florida Building Code. NEL DIMENS,] Of1S Width Length Thickness 4' 8, 9,10' 5/16" DESIGN PRESSURE- RATING Installation Design Pressure Wood Studs -76 psi b2o HardiePonel, Impact Resistant — M'.11ON 80 Cempanel, Planks installed over 518" thick 15 ply Prevail Panel APA rated plywood sheathing Siding ttnlZo I NX CEM NEL, PRIVALL PANEL SIDING INSIALLA,T10 I DM— LS All installation shell be done In conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. M Wood studs where Hardie Panel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O A Note 1] 518" thick 15 ply APA rated plywood sheathing shall be attached to the studs In accordance with Florida Building Code Section 2322.3. The siding panels shall be installed over 5/8' thick / 6 ply APA rated plywood sheathing supporlec by a minimum of 2"X4" S-P-F wood shads spaced a maximum of 16" O.C. Note 2] Thesidingpanelfastenershallbea2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistantsidingnail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall haveaminimumedgedistanceof318" and a minimum clearance of 2" from comers. Creator: E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A PNI, PLK- SOFF ALE 1/2" = 1' 0" Date: 4/24/2013 811E6r 1 OF 12 REV Fastener Spacing per Florida Building Code Section 2322.3 16.00in. I I • • - I • ' Imo\ laomc; REVS-13 Fastener Spacing per Florida oaMori,*With ft.Fwri& Building Code Section 2322.3 8dteins Cone AccePWW No `d12 of l Coaiaat i MtODUCTREVLSEU• PRODUCT RENEWED M offv ifmwithdr£iOrdn as complying with the Florida BaOdo*Code BuildingCode A xmm f'b i it, 07 NOA-Nb. 17-0406.06 t]yma Expiratlon e05/0112022 fly t.tiani - prodnctCenrrad By Miami- a duct Control FRA.IVIING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 Ctt,ANG THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANI<DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES A140 INTERMEDIATE STUDS Cladding Framing Sheathing fitll,' I I _ o, Fssl 0.. , Ii , ONAL , 4 rrI FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR T14ESE LOADS) f `{ HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. n 10901 Elm Avenue Fontana, CA 92337 hone: 909356- 6300 SIZE KSCM NO DM No Fax 909- 427-0634 A PNL-PLK-SOFF Creator: E. Goruales SCALE V = T-0" pale: 4/24/2013 SHEET 2 OF 12 1 WALL LENGTH Stud Spacing at 16" O.C. t i l a cr x vls ` ' ymswith d WALL. HEIGHT B.- pETAJJ. A Iln irrllg vl the FMrlda I T' C.o cNo -0 D , t PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Explra' By Mlamt-. 3/8" Minimum SEE DETAIL A 6/8'" thick / 5 ply APA rated r plywood sheathing fastened to metal studs as described in Note 1 No. 1 STATE S C_T1QI Lt B Distance Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1 Panel fastener, as described In N Note 2 HardiePanelG Siding r Water -resistive barrier per Florida Building Code Section 1404.2 Water -resistive barrier per Florida Building Code Section 1404.2 20ga, 3-5/8" X 1-6/8" Metal Gstud HardiePanel, Cempanel, Prevail Panel Siding j'RQ1 CT DESC_tILTIQN HardiePanel®, CempaneWD, 8, Mevai* Panel Siding materials are nonesbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements o'' the Florida Building Code. ' P9_M 4.41M NSIONs Width Length Thickness 4' 8,9,10' 5/16" pESIGN E55UR 12ilTJJJG Installation Design Pressure Metal Studs -104 psf Impact Resistant - Panel installed over 6/8" thick / 5 ply APA rated plywood sheathing JJA_I DI E AEL10EMPANELLEPEVA.[L 1!6.Nj 1 !L Mt_k Ik LI AT 0-1 DETAILS All installation shall be done in conformance with this Notice of Acceptance, the tnanufarlurer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, .Cempanel, Prevail Panel Siding will be Installed shall be designed by an Englneor or Architect per the Florida Building Code and the requirements of this N. O.A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at Woo at panel edges and all Intermediate supports using a No.8-18, 0.315" head diameter 1-1/4' long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a ma)dmum of 16" O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0,315" head diameter X 1-5/8" long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers, 5/ 8" thick 15 ply APA ratedplywood NOT i thing fastened 1metal1- asdescribed ITIAir1 7 ;titl afy.F • ; i .;5;1 in Note 1. J'am'esH Ion D eO5/01/2022 209a, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed a e Product Control by the Architect or Engineer of Record In I compliance with the Florida Building Code. HARDIEPANEL, CEMPANEI,, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 Phone: 90"56-6300 sIzs Fscm uo Fax 909A27-0634 A Creator, E. Gonzales scru: DV40 No PNL- PLK-SOFF Date: 4/24/2013 SHEET 3 OF 12 1 6.00in. (+- I I I I I - I PRODUCT RENEWED as complying with the Florlda Building Code 40A-No. 17-0406.06 xplratlon te05/01l2022 6, pin. 3y Nieml a Product Control PR0DIJC7RZVLSED as maoft -th tde Fbdit El%owhla co&- E.tpimtioo Dot ny M;,II.; . edc Proaua cc+naot fl I' I II I I 6.00in. I II I' I II I• I PIIeDtIcr REvISFD as nWrVlyinF wilb the Fleriga yldioe t oAie Ala2.o pac o , jRAMRkGNOMINAL 20 GAUGE 3-5/6" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE Sfj_F,A'fHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS R Cladding I . I I /I I , Framing II Sheathing II II I• I II I' I,I I.I EGA 0. 121 II o = STATE OF FOR METAL AND WOOD STUDS, PROVISIONS R DIAPHRAGM ACTION ANO GRAVITY LOAD NOTPARTF THIS AO APPROVAL ( MUST PROVIDE C PROVISIONS FORTHESE LOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elin Avenue Fontana, CA 92337 hone: 909-3 6-6300 rSIZE FSCM NO OM NO pNL- PlJ(-50FF FaX 909-427-0634 A Creator: E. Gonzales SCALE 1" 1' 0" Date: 4/24/2013 SHEET 4 OF 12 1 WA Stud Spacing at 16" O.C. LL LENGTH i 1• wR 0I10VCL8 ik1.St'iD------, I I -6' - i as co*ying Co6o ithBfld* {qe fhrrxle I i n, r10 I VJALL i t i i'}— tcccpnartrrIV*4 . r a;-- HEIGHT I i I F.xpira{icn !„ » 7 I ` L I' i { I y II i vii0 I; Vic+ I LI Mi r adt Produft tootrol L. ............. .............. Ll------___-_-L---------- -- U A. __ .F Pc\Q.)_• 3/4" Minimum Edge Distance Neils at 16" O.C. (typ.) SQ DETAIL A pgODUCZD _5Co P'Clt HardiePlankS. Cemplank®, R Prevalla Plank Lap Siding materials 5/8" thick 15 ply APA are nonasbestos fiber -cement . products tested in accordance withratedpiywondASTMC1186GradeIt. Type A and sheathing in meeting the requirements of theaccordance: with Florida Building Code. Florida Building Code Section 2322.3 IJE D.JM-NP._ F_ 51_oNs Water -resistive Width Length Thickness barrier per Florida 59-1/2, 12' 5116" Building Code Section 14042 - DESIDN P iESSUR R{T NQ 2" X 4" S-P-F Installation Design Pre§sure Wood Studs wood Studs -92 psf Lap Siding Impact Resistant - Planks Installed over 5/0" thick 15 ply 1.114* fall x 5H6" APA rated plywood sheathing thick slarI& strip DFTALL A -Sheathing fastener, as HARDIFpl NK, CEMPLAML PRE!MAIL,-L1 SID NOJNSTAL.-TLO_Q_F _". described in Note 1 All Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation recommendations, and the applicable sections of the Florida Building Code. tNood studs where HardiePlank, Cemplank, Prevail Lap Siding will be Installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance Siding fastener, as with Florida Building Code Section 2322.3. cr described in Note 2 . Planks shall be applied horizontally commencing from the bottom cours Ptt e>"vt e of the wall with 1-1l4" wide r wry a Flori" laps at the top of the plank such that the exposure area of each plank Is 5 8-1/h" vertically. cob. 1 HardiePlank, [Note 2] The siding fastener shall be a 2-1/2" long, 0.223" head diameter, 0.092"shank diameter, Am 9=9t'iO S CemplankEn * AM, Prevail corrosion -resistant siding nail; The siding is fastened s 8-114" O.C. vertically and 18" O.C. horizontally; eptsfastenersaredrivenintowoodstudsthrough518" thick / 5 ply APA rated plywood sheathing, fasteners Lap Siding are placed In the overlapping area approximately 3/4" from the bottom edge of the overlapping planic i r>b Vertical Joints shall be placed over studs. Water - resistive barrier • The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a per Florida Building minimum of 2"M" 6-P-F wood studs spaced a maximum of 16" O.C. Code Section 1404.2 Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANIC CEMPLANK, PREVAIL LAP SIDING 5/ 8" thick 15 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened PRODUCT RENEWED in accordance with Florida James Hardie Building Products, Inc. as complying with the Florida Building Code Section 10901 Elm Avenue Building Code 2322.3 Fontana, CA 92337 NOA- No. 17-0406.06 2" X 4" S-P-F Wood Studs 617.E FSGM NO DWG ND REV Exptratlon te05/01/2022 Phone:909.356-6300 1 The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PI-K-SOFF By by the Architect or Engineer of Record in Miami I:j a Product Control compliance with the Florida Building Code. Creator. I- Gonzales SCALE 1/2" n V-0* Date: 4/24/2013 SHEET 5 Oh 12 Fastener Spacing per Florida 1 Building Code Section 2322.3 1ti in. OC Fastener Spacng per Florida PRODUCT RENEWED Building Code Section 2322.3 as comp 1 Indwith the Florida Building Co NOA- No. 17-0406.06 ,_e 0. 75in ° r Expiration D o05/01/2022 T_E By Miami- aMiami-WadfiProductControl s mnplying wilt 1ho ftxida pm'IdiaSC' adle _ Actrobi5mNo i - 1 1 58.2 FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3- 1/2' 16d COMMON NAILS'(2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLh DDJ,, PLANKS.OVERLAP 1-1/4' THE EXPOSURE IS 58-1/4" THEPLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0.223" HEAD DIAMETER, 0. 092" SHANK DIAMETER, CORROSION. RESISTANT SIDING NAILS, - PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Cladding Framing Sheathing 1 r -----•-- moDUCrfiEVISFD a plyi+ gt whh Ibe Fhbrklix STATE OF c M' i ode PtodR1 -• 0 sSlONAL E , FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACT10N AND fti(VI`I`Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THL"SE LOADS) Phone: Creator: E. Gonzales A HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION Jarries Hardle Building Products, Inc. 10901 EIm Avenue Fontana, CA 92337 PNL-PLK-SOFF I 1 V = 1'-0" 1 Dale: 4124/2013 ISHEEr 6 OF 12 Stud Spacing at 11O.C. WALL LENGTH5 1. - ..-.-..... r -- - ji i i is is j jt 11 j- IIIIPRQI? diCLbllCiSED j•` //l/rrrrlli` r. t HALL EIGHT j j i i i ao 000 lying wiuh idio Fkrida j j t lit' v 4!-1 W I l3dld tgCode1 n I tit a-'• . i i i >> Dean Mi : dt Product CorfAvel ', j -y I j : f S/ 0 nt A 1 i GLl t 3/ 4' Minimum Edge Distance Nails at 16" O.C. (typ.) DETAIL- 1 i' R(0bVCT Y1SE1) wpeonc; Wlying vithLilit Florida PRODUCT RENEWED as complying with the Florida Building Code NOA- No. 17-0406.06 Expiration 05101 /2022 By Mlaml- 0ad6 Product Control Sheathing fastener, as described in Note 1. Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water - resistive barrier per Florida Building Code Section 1404.2 518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3.5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. SEE DETAIL A 5/ 8" thick / 5 ply APA 1 rated plywood . . sheathing fastened to metal studs as described In Note 1 Water - resistive barrier per Florida Building Code Section 1404.2 PIRODUCT DESC IPT IISIN. HardiePlank®, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested In accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. P- L&N C D( "k (0M Width Length Thickness 5 9-112" 12' 5/16" 20ga, 3418" X 1.5/8' DESLGN PRESSURE fi/17 G• stud Installation Design Pressure MetalHardiePlank, Metal Studs -92 psf Cemplank, Prevail Lap Skiing Impact Resistant — C- TL 1- 1/4' tall X 5/18' Planks Installed over 5/8" thick / 5 ply thick starter strip APA rated plywood sheathing hiA} ZDIF3t11NfC CEMPLAN4C PRf3VAlL L,qP SIDIJ G 1N,97 14LJ1710(J DE/,ILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation recommendations, and the applicable sections of the Florida Bullding Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathipg shall be attached to metal studs at 6"oo at panel edges and all intermediate supports using a No.8.18, 0.315" head dlameter x 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is s 8-114" vertically. Note 2) The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4" long" bugle head screw over metal studs ('or screw shalt have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.G. horizontally; fasteners are driven into metal studs through 5/8" thick / 5 ply APA rated plywood sheathing,'fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be Installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/B" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". irj Fax 909427-0634 Creator: E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 PiJL- PLK SOFF 1/ 2" =1'-0" 1 Date: 4/24/2013 I SHEE1• 7 OF 12 0.751n 1 6.00in. - I•I PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Explration,D te05/01/2022 By Miami-aMiarni-lfacfe Product Control tl compbi j l+ail rile fkrid m 13am" Cock 48. 251n. T-- WNG NOMINAL 20 GAUGE 3-518" X 1-5/8" STEEL STUDS 16" O. C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS ( 2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING 140MINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A _ N0. 8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CL; A.DDIIVG PLANKS. OVERLAP 1-1/4' THE EXPOSURE IS s 8-1/4" THE PLANKS ARE FASTENED WITH NO: 8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW' - SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 In. s Cladding Framing Sheathing 0. 121 4 d ISTATE OF InVALG FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) N HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James, Hardie Bullding Products,.Inc. 10901 Elm Avenue Fontana, CA 92337 Nione: 909-356-6300 S17E F3CMNO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1" = 1'-0" Dafe: 4/24/2013 ,ZT 8 OF 12 WALL 1 WALL I-ENG711 SCE PSI obUcT i)[SCRIF7t -N Stud Spacing at 16" O.C. DETAIL A HardieSoffitO & Cemso(fitmi materials are B-4- I nonasbestos fiber -cement products tested in accordance with ASfM C1186 Grade N, Type A t j . I•I I. I 1 and meeting the requirements of the Florida Building Code. i'.i i \ SOFIF: T. MENSIONq P f. .. Width Length Thickness iiI IWood Studs 8'! 41" D ES I O I,,,QR1 tS SLQRE_R A TJ N G HardieSof% Installation Design Pressure el Cemsoffit Wood Studs - 70 psf SEtrTION_B PRODUG7 REVLSL-: D Nails at 4" O.C. (typ.)pRoDuc= REvmw 'o+dr -fill, Distance era a ying with ibe FMx;& BuildingCo* C Mo of rs<,r3- Q v I E*pirm ptgr4^ QETA1LA Isy t Pmdut MPr«4srt CorWbl mow l Soffit fastener, as described in Note 1 PRODUCT RENEWED as complying with the Florida 1 Building Code NOA-No. 17- 040G.06 —- HardleSoffit, Cemsoffit 91 3/8" Minimum Expiration TVe05/ 01/2022 i B t Y Miami- a e Product Control Minimum 2" X 4" S- P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. No. V 21 STATE OF SS O N A\- 0 It) HARDIESOFf lTyCEMSOFFI7-PANEL INSTAL 4JJON_ DE . [LA All Installation shall be done In conformance with this Notice of Acceptance, the manufacturer's Installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardleSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. The soffit shall be installed over minimum 2'%4" S-P-F wood Studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" Idng, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O' C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" front corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc- 10901 Elm Avenue Fontana, CA 92337 Phone: 909- 356-6300 1 SIZE I FSCM 110 A I I PNL-PLK- SOFF Creator: E. Gonzales ISCALE 112"- 1'-0" I Date:41242013 ISHEET 9OF12 REV 1 4.00in.—+ 16.00in. Cladding . Framing PRODUCT RENEWED as complying with the Florida Building Code N OA-No. 17-0406.06 Expiration Da OS/01/2022 TT By 4.00it1.1 Miami- Product Control PR&U&REVISED FRoDwrsEVLwD ,II \.OGAW4 0 cre,I,iN with the Flori& as ovmrvhiiV rvitb dfs li:tof 0 Id;rtg CoQe Diuldiag Code ncoepc.n.NP -0 27.0¢ ^mac„ rlo 'a U11 .07 E 17o te o t l3oq ;aal de. o17 No. 121 M i r'nwAM Cooxo! Miam' U.60 pm&,d Control STATE OF ' OR 4, S'sA+ ION ' l rR LN NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFrT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CI,I DDING ' THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD L HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. p _ 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SIZE FSCM NO I DVIG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1"= 1'-0' Date: 4/24/2013 6HEEI 10 OF 12 WALL LENGTH Stud Spading at 16" O.C. WALL IEIGH .I I 3/8" Minimum DET}111 A PRODUCT RENEWED as complying with the Florida Building Code i NOA-No. 17-0406.06 Expiration By I 05/01/2022 Illaml-Ddd¢ ProductlContr Nails at 6" O.C- (typ. Distance Soffit fastener, as described in Note .1 HardleSoffit, Cemsoffit 20ga, 3-5/6" 1-5/8" Metal C-stud j The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Flodda Building Code.. SEE - , -, , PRODUCT i]ESCRI TIOt I • DETAICSEE. FlardieSoffitO& Cemsoffit® materials •- are nonasbestos fiber -cement products tosted In accordance with AST 01186 1 Grade II, Type and meeting the requirements of the Flodda Building Code. 20ga, 3-5r8" X 1-518" SQ1EED DIM,F ISlQNS metal Gstud Width Length Thickness 4' 8' %n HardieSoifit, DE51GN EUA;S RE RA7IN-0 Cenuofiit Installation Design PressurefI. Metal Studs-55N 3f I. t' rlt l 1tl 1.0 GA SECTION B-B - •• — PRODUCI' R&V1SLA PROMCf REVISED em CCW*rag wiW the Flurwh ` . ` tS die Ftari nuii pt. OWN&V 3 03ll •C" 2 N' t Na( i 1 i o' SPA OF 1a>oar><tr,.l _-5. DI I D P '• ; iARp(F50EFITyCEMSQEELT PANEL INSTALLAJIQN-1 ETAIL$ %r,NA N rrliili l All Installation shall be done in conformance with this Notice of Acceptacturer's installation recommendations, and the applicable sections of the Flodda Building Code. Metal studs where HardleSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.K The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long'' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal fram! ng);the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs: the fasteners shall be driven Into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. o HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue e Fontana, CA 92337 Phone: 909-356-6300 SIZE FSCM NO OM NO REV Fax 905-427-0634 A I PNL-PLKSOFF 1 Creator, E.•Gonzales SCALE 1/2 1'-0" Date; 412412013 SHEET 11 OF 12 6.001n. - 16.001n. Cladding Framing 6.001n. PRODUCT REVISED PRODUCT RENEWED 'MC"D lyingtwitbdwF6odW PRODUCTROLSMI• as comp)yIng with the Florida OWkftC,odc asooMoyingwitDti oUlorid Building Code AoTiltanae TbWIZI3efI SGoB: NOA-No. 17-0406.06 A-epte-'N° /r3 t1311 G1Illi Q AWA ,fir Expiration 05/01/2022 n ""t+ 01 T- T— j elf dr%xttid BY 1 By MlamI Q^ Pro+SuotContm! _ Miarni- DAdf Product Control 1 y CC ; FLOP FSSIONP4' r ` NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS ('I. PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE W — M NG HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-IM ' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE= METAL FRAMING), PLACE 10961 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE c STUDS Fontana, CA 92337 Phone: 909-356-6300 SIZE FEW 140 OWG NO RE Fax 9091427 0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE 1-= 1'-0" Date:4124/2013 SHEET 12OF 12 PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA 8 ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX OGAWA 1 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET "43 HUNTINGTON BEACH, CA 92649 M 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered In this evaluation: HardrePanelO Siding, CempaneIG Siding, Prevail^' Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code 2015 International Residential Code JAMES HARDIE BUILDING PRODUCTS, INC. 1-885-542-7343 info@jameshardie.com EVALUATION PURPOSE: This analysis is to detemtine the rnandmum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood furrings an either wood or metal frannng with nails or screws. REFERENCE -REPORTS: 1. Intertek Report, 102024363COO-001 A, Transverse load test on HardiePanel TEST RESULTS: Table 1a. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spacing Fastener Type Load Design Load? Repor, Number Agency n.) in.) Frame Type fin) in.) and Dimensions PSF) PSF) Failure Mode 102024363COO-001A Intertek 0.3125 48 2X4 wood stud. 314' thick by 16 6 No. 8 X 1.25' long X 0.323' HD 160 7 53.6 pull through Rraaure3.5' mde SPF furring ribbed bugle head screws 102024363COO-001A Intertek 03125 48 2X4 wood stud, 314' thick by 16 8 No. 8 X 1.25' long X 0.323' HD 131 4 43.8 pull throughg35' wide SPF furring ribbed bugle heed screws 102024363C00-001A Intertek 0.3125 48 2X4 wood stud. 314' thick by 16 12 No. 8 X 1.25' long X 0.323' HD 354 pull throughfurring3.5' wide SPF fung ribbed bugle head screws g 102024363COO-001A Intertek 0.3125 48 2X4 wood stud, 314' thick by 16 6 0.090' shank X 0.215' HD x 1.5' 147 6 49.2 pull through rtrncture3.5' wide SPF furring long nng shank nail 102024363COO-001A Intertek 0.3125 48 2X4 wood stud. 314' thick by 24 8 No. 8 X 1.25" long X 0.323' HD 82 7 27 6 pull through fhacture3.5' wide SPF furring ribbed bugle head screws u,..,., ......,..o.,o,, ,,,, ,,,,,,,,v ..,,,,..,.. - .-.-w ...... 2. Allowable load is detemuned from ultimate load divided by a factor of safety of 3 3. HardiePanel Siding complies with ASTM C1186. Standard Specificawn for Grade II, Type A Non -asbestos Fiber -Cement Flat Sheets Table 1b. Analysis of Allowable Load for 08 Screw at 10" O.C. 8 Screw Spacing Fastener Spacing 0n. 8 12 10 Frame spacing (in.)16 16 16 Fastener Tribute area le 0.89 1.33 111 Allowable load p 43.8 35.4 38.8 Individual ( astener load (b. 389 7 4 .2 43.1 The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C. The allowable load for N8 screw at the spacing of 10' O.C. into furring can be calculated by interpolating the results of same fastener at 9' and 12" O.C., since both tests had same failure mode of fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" O.C. to wood furringis 38.E psf. Justification of Usl'ng the Results on Light Gauge Steel Framing In the subject configurations• all fasteners were attached to tuning only; so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project engineers responsibility to ensure the furring attachment and lranung memebers to have sufficient load capacities 2 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET*443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load rapacity (wind load rapacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load Equation 1, q6=0 00256-K,-K.'K,'V' (ref. ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure e)posure coefficient evaluated at height z K. , topographic factor Equation 2, K, , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(1), (2). or (3). ASCE 7.10 Figures 26.5-1A, B, or C V--V, (ref. 2015 IBC Section 1602.1 definitions) V,.. ultimate design wind speeds (3second gust MPH) determined from 2015 IBC Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A B, or C Equation 3, p=q,'(GC,-GC„) (ref. ASCE 7-10 equation 30 6-1) GC, , product of external pressure coefficient and gust -effect factor GC. , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, Into Equaton 3, Equation 4, p=0.00256'K,'Kn'K,'V,.''(GC,-GCw) Allowable Stress Design, ASCE 7-10 Section 2 4.1, load combination 7 Equation 6, 0.6D * 0 6W (ref. ASCE 7-10 section 2 4 7, load combination 7) D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p,,, = 0.61p) Equation 7, p„ = 0.6'(0.00256-K,-K.a'K,'V,.'-(GC,-GCO)) Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation e, V,. = (p_10.6'0.00256'K, K.'K,'(GC,-GC.))" Applicable to methods specified in Exceptions 1 through 3 of 20151BC Section 1609 1 1, to determine the allowable nominal design wired speed (Vasil) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, Vim, = V,.' (0.6P _ (ref 2015 IBC Section 1609.3 1) Vim, , Nominal design wind speed (3-second gust mph) (ref 2015 IBC Section 1602. 1) RONALD I. OGAWA ASSOCIATES, INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshordie.com Table 2, Coefficients and Constants used in Determining V and p. K Wall Zone 5 Height III) Exe B Exp C Exp D K. K. GC, GC 0-15 0.7 085 1.03 hs60 1 085 1.4 0.18 20 07 0 9 Tas1 0.85 1.4 0.18 25 0.7 094 1 12 1 0.85 1.4 0.18 30 0.7 098 716 1 0.85 1.4 018 35 0.73 1.01 1.19 1 0.85 1.4 OAS 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0785 1.065 1.245 1 1 0.85 1.4 0.18 50 081 1.09 1.27 1 0.85 1 4 018 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.1 0.18 100, 0.99 1 126 1.43 h>60 1 0.85 18 0.18 Table 3, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category B, tl Speed (3-second gust) 100 105 110 115 120 130 140 150 150 i 170 180 190 200 210 Hei M (ft) 8 B B B B B B B B B B B B B 0.' 15 14 4 15 9 17 5 19.1 20 8 24 4 28 3 32.5 37.0 41.7 46.8 52.1 57 8 63.7 20 14 4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37 0 41.7 46.8 52.1 57 8 63.7 25 • 44 4 15.9 17.5 18.1 20.8 24.4 28.3 22 5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28 3 32.5 37.0 41.7 45.8 52.1 57 8 63.7 35 15 1 16.6 18 2 19.9 21.7 25.4 29 5 33.9 38.6 43.5 48 8 54.4 60.2 66.4 40 15.7 17.3 190 20.7 22.6 26.5 30.7 35 3 40.1 45.3 50 8 56 6 62.7 69.1 45 16.2 17.9 19 6 21.4 23.3 27.4 31.7 36 4 41.5 1 -46.8 1 -525 1 58 5 64.8 71.4 50 716.7 18 4 202 22.1 241 282 3 54.1 60.3 66.6 73.7 55 17.1 18.9 20 7 22.6 24.7 28 9 33.6 38.5 43.8 49 5 55.5 51.8 68.5 75.5 6 1 19. 1.2 23. 29.6 34 4 39. 44 9 6 8 3 0.1 3 100 25.6 28.2 31 0 33.8 36.9 113 3 502 57.6 65.5 74.0 829 92 4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. d Speed 3-secontl gust) 110 115 120 130 140 150 160 170 180 190 200 210 Height ( ft) C C C C C C C C C C C C 0- 15 21.2 23.2 25.2 29.6 34 4 39.5 44.9 50 7 56.6 53 3 70 1 77.3 20 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53 7 60.2 67.0 74.3 81.9 25 23 5 25.6 27.9 32 8 38 0 43.6 49.6 56.0 62.8 70.0 77.6 85 5 30 24.5 26 7 29.1 34.2 39 6 45.5 51.8 56 4 65.5 73.0 80.9 89.2 35 20.8 23 0 25.2 27.6 30.0 35.2 40.8 46.2 53.3 60.2 67.5 75.2 83 3 91 9 40 21 5 23.7 26.0 28 4 30.9 36.3 42.0 48 3 54.9 62.0 69 5 77.4 85.8 94 6 45 22.0 24.2 26.6 1 -29 1 31.6 37.1 43 1 49.4 1 -56.2 63.5 1 -71.2 79.3 1 -87.9 96.9 50 22 5 24 8 272 29.7 32 4 38.0 44 1 50.6 57.E 65.0 72.9 812 39.9 89.2 55 22 9 25.2 27.1 30.3 33.0 38 7 44.9 51 5 58.6 66.2 74.2 82.7 91.6 10t.0 60 23.3 25. . 26.2 30.8 33.6 39.4 4 2 4 59 6 A 84.1 93. 1028 100 732.6 35 9 39 4 43.1 46.9 55 0 63 8 73 3 83 4 1 .94.1 1 .105.5 1 -117.6 1 -130 3 1 .1436 Table 6, Allowable Stress Design -,Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, d Soeed (3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height( R) D 1D D D D D D D D D D D D D 0- 15 21.2 23 4 257 28 1 30.6 35.9 41 6 47.8 54.4 614 68.0 76.7 85.0 937 20 22.3 24.6 27.0 29.5 32.1 37.7 43 7 50 1 57.0 54 4 72.2 80.4 89.1 98.2 Z5 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 56 8 74 9 83 4 92 4 101 9 30 23.9 25 4 29 0 31.6 34.5 40 4 46 9 53.8 61.3 69.2 77.5 85.4 957 105.5 35 24.5 27.1 29.7 32.5- 35.3 41.5 48.1 55.2 62 8 70 9 79 5 88.6 98.2 108.3 40 25.2 27 7 30.5 33.3 36 2 42 5 49 3 56.6 64 4 72.7 61 5 90.9 100.7 111.0 45. 25.7 28 3 31.1 34 0 37 0 43 4 50.3 57.8 65 7 74.2 83.2 92-7 102.7 113.3 50 26.2 28.9 31.7 37.7 44.3 51.3 58.9 67.1 75 7 84 9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 15.0 52 2 59.8 68.1 76.9 86.2 96.1 106 4 117.4 5 2 .0 29 8 2. 3b. 389 4 3.0 SD. 5 .2 1 - 5.7 6 9 .6 108 1 119.2 100 37. 0 40.8 44.7 48.8 1 .53.2 52 5 72 5 83 2 94.6 1 -106 8 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC 0GAWA ft srrl'+ RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 4443 HUNTINGTON BEACH, CA 92649 IT) 714-292-2602;(F)714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method in ASCE 7-10 Chapter30 C&C Part 1 and Pan 3)4 Allowable, Ultimate Design Wind, Speed, V 3.s 3-second gust mph) Applicable to methods specified in 12015 IBC, 2017 FBC) Section 1609.1.1 as delenrined by 12015 IBC. 2017 FBC) Figures I609.3(t), (2). w 3) Wind exposure category Design Wild. Speed, V-,4.5 Applicable to methods specified in Exceptions 1 through 3 of 12015 IBC. 2017 FBC) Section 1609.1.1. Coefficients used in Table 9 calculations 14nd exposure category Sidmp X, Product Mwmum Thickness in.) 1Mdth in.) Fastener Type Fastener Spacing in) Frame Type Stud Spacing m.) Building Height""' MW B C D B C 0 pg ble Desrpn Load pso Et p B Exp C Exp D K. K. DG OD. HardiePaneM 1 5n6 48 Nd 8 X 1.25' long X 0.323' HD cabbed bugle head screws 6" O.C. into furring only 2X4 wood or 20 ga sled framing, 3/4' thick by 3.5' wide wood tuning VA 16 0.15 193 175 159 149 135 123 53.6 0.70 0.85 1.03 hs60 1 085 714 0.1E 20 193 170 155 149 132 120 53.6 070 0.90 1.09 1 0.55 1.4 0.18 25 193 166 152 149 129 118 53.6 0.70 0.94 112 1 0.65 1.4 0.18 30 193 163 150 149 126 116 53.6 0.70 0.9E 1.16 1 0.65 1 4 0.18 35 189 160 148 146 124 114 53.6 0.73 1.01 1 19 1 O.a.S 1 1.4 0.18 40 185 158 146 143 122 113 1 53.6 0.76 1.04 122 1 0.E5 1.4Ole 45 172 150 140 133 116 108 53.6 0.6a 1.15 1.33 1 0.55 1.4 US 50 179 154 143 139 12D ill 3.6 0.81 1.09 127 1 0A5 1.4 10.181 55 177 153 142 137 119 110 53 6 0.93 1.11 129 1 10951 1 4 0.16 60 175 152 141 135 117 109 53.6 0.95 1.13 1.31 1 10.851 14 018 100 145 128 120 112 99 93 53.6 0.99 126 143 N60 1 0.85 1.6 018 HerdiePand® 5116 48 No. 8 X 1.25' long X 0.323' HD cabbed bugle head screws 8' O.C. into furring only 2X4 wood or 20 ga. sted framing, 3/4' thick by 3.5' wide wood furring VA 16 D-15 174 158 144 135 122 111 43.E 0.70 0.85 103 hs60 1 2.E5 1.4 0.1e 20 174 154 140 135 119 109 43.5 0.70 0.90 t.0a 1 0.85 1.4 0.18 25 174 150 138 135 116 107 43 E 0.70 0.94 1.12 1 0.85 1.4 0.18 30 174 147 135 135 114 105 43 E 0.70 0.9e 1.16 1 0.95 1.4 0.1E 35 171 145 134 132 112 1D3 43.E 073 1.01 1.19 1 0.55 1.4 0.1E 40 167 143 132 129 111 102 438 0.76 1.04 1.7.2 1 0.85 1.4 0AB 45 164 141 131 127 109 101 43.8 0.79 1.07 125 1 0.85 1.4 O.tE 50 162 140 129 125 ice 100 43.8 0.81 1.D9 127 t 0.55 1.4 0.1E 55 160 138 128 124 107 99 43.E 0.93 1.11 1.29 1 0.E5 t 4 0 1E 60 158 137 127 122 106 99 3.8 0.65 1.13 1.31 1 0.65 14 0.16 100 131 116 101 90 43.8 0.99 126 1.43 h 60 1 0.65 1.8 0.1E HardiePanNQD 5l16 4B No 8 X 1.25' long X 0.323' HD cabbed bugle head screws 10' O.C. into tuning only 2X4 wood or 20 ga steel franOng, 3/4- tuck by 3.5' wide wood tuning VA 16 0-15 16.4 149 135 127 115 105 38.8 0.70 0.85 1.03 hs90 1 0.85 14 0.1E 20 164 145 132 127 112 102 35 a 070 0.90 1.08 1 0.85 1.4 0.18 25 164 141 130 127 110 100 3a a 0.70 094 1 12 1 0.55 1 4 078 30 164 139 127 127 107 99 38.8 0.70 O.9a l.16 1 0.85 1.4 O.te 35 161 136 126 124 106 97 33.8 0.73 1.01 1.19 1 0.85 1.4 0.18 40 157 134 124 122 1D4 96 38.8 0.76 1.04 122 1 0.65 14 0.1E 45 155 133 123 120 103 95 38.8 0.79 1.07 1.25 1 0.05 1.4 0.18 50 152 131 122 11B 102 94 38.8 0.31 1.09 127 t O.55 1.4 0.18 55 151 130 121 117 101 94 3E.E O.83 1.11 129 1 0.E5 1.4 0.18 60 149 129 120 115 100 93 3E a 0.6.5 1.13 1.31 1 0.85 1-1.4 0.1E 100 123 95 3a.e 0.99 126 1.43 h360 1 0.E5 1.E 0.10 H2rdiePaneI8 SA6 - 48 No. B X 125' long. X 0.323' HD nbbed bugle head screws 12' O.C. into furring only 2X4 w00tl or 20 ga. sled framing, 3/4' thick by 3.5. wide wood furring 16 0-15 157 142 129 121 110 100 35 4 0.70 0 65 1.03 hsio 1 0.85 1 4 Ole 20 167 136 126 121 107 98 35.4 0.70 0.90 1.0E 1 0.85 14 0.18 25 157 135 124 121 105 96 35 4 0.70 0.94 1.12 1 0.85 1.40.18 30 157 132 122 121 103 94 35.4 0.70 0.93 1.16 1 O.aS 1.4 D.te 35 153 130 120 119 101 93 35A 0.73 1.01 1.t9 1 0.85 1.4 0.18 40 150 128 119 116 100 92 354 0.76 t.D4 122 1 0.35 14 Ole 45 148 127 117 115 98 91 354 0.79 1.07 125 1 0.55 1.4 0.1E 50 146 125 116 113 97 90 354 t.09 127 1 0.85 1.4 0.1e 55 144 124 115 111 96 89 35 4 0.630.6t 1.11 1.29 t 0.E5 60 142 123 114 110 95 89 354 0.65 1.13 1.31 1 0.E5 1.4 0.16 100 118 91 354 0.99 1 126 1 143 Ihab0 1 0.65 1.a 0.le RONALD I OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #"3 HUNTINGTON BEACH, CA 92649 m 714-292-2602; (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 tnfo@jameshardie.com Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wild. Speed, V ". a V,,; s , 3-second gust mph) 3-second gust mph) Applicable to methods specified in 12015 IBC, Applicable to methods 2017 FBC] Section specified in Exceptions 1 509.1.1. as determined by through 3 at 12015 IBC, 12015 IBC, 2017 FBC) 2017 FBC) Section Figures 1609.3(f), (2), or 16091.1. 3) Coefficients used In Table 6 calculations for Product Minimum Thickness in) VNtlth Pr) Fasten er Type Fastener Spacing in.) Frame Type Stud Spacing in) Building Height^ s 01-) B C D B C D1 Allowable Design Load Ps) Elm B Exit C Exp D 14, IC, GC, GC, 5/16 1 48 ' No. 8 X 1.25' long X 0 323' HD ribDetl heed screws B" O.0 into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3 5' bugle wide wood furring t.1,4 24 0.15 138 125 114 107 97 BB 27.6 0.70 0.05 1.03 hs6D 1 om 1.4 me; 20 138 122 111 107 94 Bfi 276 0.70 090 1.06 1 1.4 0.18 25 138 119 107 92 27.6 0.70 0.94 1.12 1 0.85 1.4 0 111 30 138 117 107 81 27.6 0.70 0.9e 1.16 1 0.65 1.1 O.f e 35 135 115 105 89 27.6 0.73 1.01 1.19 1. 0.1eHerdlePanel 40133113103882760.76 1.04 122 1.4 0.18 45 131 112 101 87 27.6 0.79 1.07 125 1.4 0.18 50 129 111 1D0 86 27.6 0.81 1.09 127 11. tM 14 0.18 55 127 98 27.6 0.83 1 11 1.29 1.4 0.1e60 1259727.6 0.85 1.13 1.31 1.4 0.18 100 27.6 0.99 126 143 In60 1 0.85 1.8 0.1e HardiePanel 5116 48 0. 09Q shank X 0. 215' HO x 1.5• long ring shank nail 6" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3 5' wide wood furring " A 16 0- 15 185 168 152 143 130 118 492 0.70 0.55 1.03 hs60 1 0.85 1.4 0.1e 20 185 163 149 143 126 115 492 0.70 0.90 1.Oe 1 QX5 j -1.1 0.16 25 185 159 146 143 123 113 492 0.70 0 94 1.12 1 0.05 1.4 1 0.181 30 1B5 155 143 143 121 111 49.2 0.70 0.98 1.16 1 0.55 1.4 10.16 35 181 154 142 140 119 110 492 0.73 1.01 1 19 1 0.85 t A 0.1e 40 177 151 140 137 117 108 492 0.76 1.04 122 1 0.65 1.4 Ole 45 174 150 13B 135 116 107 492 079 1.07 125 1 0.e5 1.4 018 50 172 148 137 133 115 106 49.2 O.et t.D9 127 t 0.85 1.4 0.1e 55 170 147 136 131 114 105 4920.83 111 129 1 0.e5 1.4 0.1e 60 168 145 135 130 113 105 492 0.85 113 1.31 1 0.85 1.4 0.18 100 139 123 115 107 95 89 49.2 0.99 126 1.43 N60 1 O.eS 1.e O.te r, ........ .. r,. ,.c -.w..c„ ,.r r, c..wu,cc.. 2. Building height = mean roof height (n feet) of a building, except that cave height shall be used for teat angle a less than or equal to 10• (2-12 roof slope). 3. V - ultimate design wind speed. 4. Vim, a nominal design wind speed 5. Linear interpolation of building height (s 60 6) and wind speed is permitted 6. Wnd speed design assumptions per Analytical Method in ASCE 7.10 Chapter 30 C&C Pan t and Pan 3. K ,-1, "D.65, GC,=-1 4 (hs(50), GC,-1 6 (h 60), GCO-0 18. 7. Wood fuming Shan be preaervatry treated per AVJPA e. Wood furring shag be specific gravity of 0.42 or greater per AFPAMDS, or wood structural panel, conforming to DOC PS-1 or DOC PS-2 or APA PRP-10e. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miaml-Dade County Florida, NOA 17-0406.06 RSE 12 OF w SSIONP I 6 PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS. PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT.THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: 1 Jill\ OGAWq RONALD I. OGAWA & ASSOCIATES, INC. SE ' 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX S-TP OF .: 4 t f w RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET X443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 i n fo@j a m esh a rd i e.'co m EVALUATION SUBJECT HardiePanelS Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempanel® Siding, Prevail"' Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® EVALUATION PURPOSE: This analysis is t6 determine the mandmum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nalls or screws. REFERENCE REPORTS: 1. Inlertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-127D-94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding Installed on 2X4 Hem-Firwood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IG1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 inch vide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test. 1/4- Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test, 1W Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in, head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test_ 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Fc wood studs spaced at 16 inches on center with a 60 common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d commop galvanized nail 10. Ramtech L•aboretories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d. 0 091 inch shank by 0.225 inch heed diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IG-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hern-Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Henri -Fir wood studs spaced at 16 and 24 inches on center with a ETdF 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener \ SF 1 -1 STATE OF :'Qc>r ` JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-54277343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener Spacing hl Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T e PS PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fill 24 4 4 6d common 143 47.7 10868.97/1475 - Remtech 0.3125 48 2X4 wood. SG 2 0.36 16 4 8 Aid,0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. king ring shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IG1054-89 Remtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1055 69 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in, head 170 56.7 diameter pin fastener No. gauge X 3.625 In. X ET&F 0.100 in. knurled shank X 11149-98l1554d RamtechMin. 0.3125 48 1.377 5 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 101 33.7 diameter pin fastener uic Vudnme wad orvideo by a Factor Of saiery or a. 2. HardiePanel Siding complies with ASTM C 1186, Standard Specrficahon for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets, Table 1 b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls ''r Fastener Spacing 1- t Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load Load' Report Number Test Age -icy in.) in.) Frame T e in.) Supports Supports Fastener Type Pit) plc) IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem-Frr 16 1 6 6 6d common 6D3.8 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 1 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 iOBSB-97/1475 Ramtech 0.3125 4B 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 595.4 198.5 HD X 1.5 in. long ring shank nal Min. No. 20 gauge X 3.625 in. X Min No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.25 48 1.375 of metal stud 16 d 24 6 6 head diameter ribbed bugle 99D.0 123.8 head screw 11284-9A/15a0 Ramtech Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 diameter pin fastener Min. No. 20 gauge X 3.625 m. X ET&F 0.100 in. knurled shank X 71284-1)9/1580 Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 I diameter pin fastener M ward cuyca miari de suppo u oy naming. Panels shall be applied with the long dimension enter parallel or perpendicular to studs. ++,111110"'o o for construction in 3. Inhthmaximum eel framed assemblies the l allowable load is based onhthe average load at 1/8 inch net deflection. i+' `+ . 0 GA 014' o STA F `: K, wall zone 5 Height (11) Exp B Exp C Exp D K. K, GCp GC 0-15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 116 1 0.85 1.4 0.18 35 ' 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1 1.2451 1 1 1 0.85 1 -1.4 1 0.18 50 0.81 1.09 1.27 1 0.85 1.4 1 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 5D 0.05 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1.43 1 h>60 1 0.85 1.8 0.18 RONALD I OGAWA ASSOCIATES. INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@]ameshardie com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load lesting an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the vhnd speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'K,Kn tCr'V (ref. ASCE 7-10 equation 30.3-1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Kin , topographic factor Kd , wind directionality factor V • basic wind speed (3-second gust MPH) as determined from (2015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V,. (ref 2015 IBC 6 2017 FBC Section 1602 1 definitions) V. , ultimate design vend speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC) Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q,•(GC,, GC.) (ref ASCE 7-10 equation 30.6-1) GC, , product of external pressure coefficient and gust -effect factor GCp , product of inlemal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256-K Y,'I(,,'V z(GCp GC.) Allowable Stress Design, ASCE 7.10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (ref ASCE 7-10 section 2,4.1, load combination 7) D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, i p,,, = 0.6•[p] Equation 7, p-d = 0.6'[0.00256'K,•Kn-Kd•V,,7'(GCp GCp)] Equation 7 is used to populate Table 3, 4, end 5 , To determine the'aliowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equabon 7 for V„r, Equation 8; , V,. = (p.A.M.00256'K,'Kn'K,•(GC, GC.))os Applicable to methods specified in Exceptions 1 through 3 of [2015 IBC, 2017 FBC) Section 1609.1.1 , to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, '. Vim, = Vu, • (0.6)" fret 2015 IBC d 2017 FBC Section 1609.3.1) V„d , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC d 2017 FBC Secbo5 ll Table 2, Coefficients and Constants -used in Detenmining.V and p, ffl(\• OG A' `q All STAT F % 17 RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 i nio @j a m es h a rd i e. co m Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exoosure Cateaory B. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 15D 160 170 18D 190 200 210 Height (ft) B B B B B B B B B 8 B B B B 0.15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52 1 57.8 U.-7- 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.0 52.1 57.8 63.7 30 14.4 15.9 17.5 19 1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 . 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43 5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45• 16.2 17.9 19.6 21.4 23.3 27.4 1 -31.7 36.4 41.5 46.8 52.5 58.5 64.8 71.4 50. 16.7 18.4 20.2 22.1 24.1 282 1 .32.7 37.6 2.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 1 21. 3. 2 29. 34.4 J9. 0. 1 100 - 25.6 28.2 31.0 33.8 35.9 43.3 1 -50.2 57.6 65.5 74.0 82.B 92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 - 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 17.5 19.3 21.2 23.2 25.2 29 6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 602 67.5 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 2.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 43.1 1 -49.4 56.2 63.5 71.2 79.3 87.9 1 -96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 82 7 91.6 101.0 59 2 . 9. 6 .4 1 9 . 1 .8 100 32.6 35.9 39.4 43.1 46.9 1 -55.0 63.8 73.3 83.4 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding 1C&C1 Pressures (PSFI to be Resisted at Venous Wind Soeedc - Wi.d F..-.,- r teoory n Wind Speed (3-seoond gust) 100 105 110 115 120 1 130 140 150 160 170 180 190 200 210 Height (ft) D 0 D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24 6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 3D 23.9 25.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 4D 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 742 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 4.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 352 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 50 0 M-F 73 38.9 1 -4 3.0 60.8 9. 8. 8 .6 9 . 10 .1 11 . 100 37.0 40.8 44.7 48.9 532 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3. 4, antl.5 are based on ASCE 7-10 and cons¢tem wth the 2015 IBC, 2015 IRC and the 2017 Florida Building Code RONALD I. OGAWA ASSOCIATES. INC 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 926,49 714-292-2602 714-B47-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infogameshardie.com 3 GAWA Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Pan 1 and Part 3) r 4 21 2075IBC, 2017 FBC 201518C, 2077 FBC Allowable, Ultimate Allowable. Nominal ccDesignWind, Speed, Design Wind, Speed, ^ S1A1E QE :.• r \\ v.4.e V Ss. A ••. (tom \ 3-second gust mph) (3-sewnd gust mph) _ O/.••- F1 O R1`i r \? Applicable to methods APPliceble to methods-- 1 1specifiedin12015 Sect ' specified m Exceptions 1 FSSI ON pL2017rFBC] Sectitm 1609.1.1. as detemwm d by through 3 of (20151BC, h SectionFigures16093(1), (2), or 2017 FBC] . 1. 3) 1809.1.1. Coefficients used In Table 6 talcvla8ons for V. Wind exposure category Wind exposure categorySiding K, Product Product Thickness Cinches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Bolding Heigh • feet) B C D B C D Movable W' Load PSF) Exp B Fxp C Fxp D I(„ K4 GC, GC, I' 0-15 186 168 153 144 130 118 497 0.7 0.95 1.03 h560 1 0.85 14 0.18 20 186 164 149 144 127 116 49 7 0.7 0.9 1.08 1 0.a5 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 094 112 1 0.85 1.4 Ele 30 186 157 144 144 121 112 J9.7 0.7 0.98 1.16 1 0.85 1.4 018 HardiePanelA 5/16 48 sd common 6 2X4 wood Hem -Fir 16 35 182 154 142 141 120 110 49.7 0.73 1.01 119 1 OAS 14 0.18 40 178 152 141 138 118 109 9.7 o.7e 1.04 122 1 0.85 1.4 0.18 45 175 150 139 136 117 108 49.7 0 7a5 1.065 1.245 1 0.95 1.4 0.1e 50 172 149 138 134 115 107 49 7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.63 1.11 1.29 1 0.85 1.4 018 60 168 146 136 130 113 105 497 0.85 TIT131 1 0.95 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>60 1 0.95 1.8 0.18 0-15 233 212 192 181 164 149 787 0.7 0.e5 103 hsW 1 0.115 1.4 016 20 233 206 188 181 159 146 787 0.7 09 108 1 0.65 14 0.18 25 233 201 1115 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 01e 30 233 197 lei 181 153 140 78.7 0.7 0.95 1.15 1 0.B5 1.4 0.18 HardiePenel® 5/16 48 sd commonHem-Fir 4 2X4 wood 16 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0 95 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 OAS 1.4 0.18 45 220 189 175 171 147 136 78.7 0785 1.065 1245 1 0.85 1.4 0.1B 50 217 187 173 168 145 134 78.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 214 185 172 166 144 133 787 0.93 1.11 t.29 7 O85 1.4 D.te 60 212 184 171 164 142 132 78.7 0.85 1.13 1.31 1 0.85 1.4 0.1e 100 175 155 146 136 120 113 78.7 099 126 1 1 43 hv50 1 10 B5 1.61 0.16 0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h560 1 0 a5 1.41 0.1e 20 147 130 119 114 101 92 31.3 07 09 1.08 1 0.es 1.4 Ole 25 147 127 116 114 98 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 085 1.4 0.18 HardiePanekA 5116 48 6d commonHem-Fir 6. 2X4 wood 24 35 144 123 113 112 95 87 31.3 0.73 1.01 119 1 0.85 1.4 0.18 40 141 121 112 109 94 86 313 0.76 1.D4 122 1 085 1.4 0.18 45 139 119 110 108 92 86 313 0.785 1.D55 1245 1 0.85 1.4 0.18 137 118 106 91 31.3 0.81 1.09 1.27 1 0.85 1.4 0.18 055 35117105 91 31.3 093 111 129 1 0.85 1.4 0.18 0 IN 116 103 90 31.3 0.55 113 1.31 1 0.85 1 4 0.18001118631.3 0.99 1,28 1 t3 M60 1 0.85 t.e 0.1e 0-15 182 165 150 141 128 116 47.7 0.7 0.05 1.03 hs60 1 0.85 14 0.1e 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 1.4 0.1a 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 OA5 14 0.18 3D 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 OAS 1.4 Ole HardiePanl:l® 5/16 48 ed common 4 2X4 wood Hem -Fir 24 35 170 151 139 138 117 108 47.7 0.73 1.01 1.19 1 OAS 1.4 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 122 1 0 85 1.4 0.18 45 172 147 136 133 114 1D6 A7.7 0.785 1.085 1245 1 OB5 1.4 0.18 50 169 146 135 131 113 105 7.7 D.Bt 1.09 1.27 t 0.a5 14 0.1B 55 167 144 134 129 112 104 47,7 O.e3 1.11 1.29 1 0.85 1.4 0.18 60 165 143 133 128 Ill 103 47.7 0.85 1.13 131 1 0.85 1.4 018 100 137 121 114 106 94 88 47.7 O.E. 1.26 1.43 tv6t1 1 0 85 1.8 0.1e 0.15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hs50 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 07 0.9 1.08 1 0.95 1.4 0.18 HardiePenelA. 5116 48 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in, long ring shank nail 4 edge 8 field 2X4 wood SGt0.36 16 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0.19 30 144 122 112 112 94 87 30.0 07 0.88 1.16 1 0.85 1.4 0.18 35 141 120 ill 109 93 86 30.0 0.73 1.01 119 1 O.eS 1 018 40 138 118 107 92 30.0 0.76 1.D4 1.22 1 0.e5 1 4 o.1a 45 136 117 105 91 30 0 0.7&5 1.065 1.245 1 0.85 1.4 0.18 50 134 Ile 104 89 300 0.81 1.09 127 1 0.85 1 4 0.18 55 132 114 103 B9 30 0 0.83 1.11 1.28 1 0 85 1 a 0.18 60 131 113 101 88 30 0 OA5 113 1.31 1 0.85 1.4 0 18 100 30.0 0.99 1.26 143 h>60 t O.eS 1.e 016 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT' RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-BBB-542-7343 info@jameshardie.com 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable, Ultimate Allowable. Nominal Design Wind, Speed, Design Wind, Speed, v,.4.6.V„4 5.s 3-second gust mph) 3-second gust mph) Applicable to methods specified in 12015 IBC, 2017 FBC) Secuon 1609.1.1 as determined by Figures 1609.3(t), (2), or 3) Applicable to methods specified in Exceptions 1 through 3 01)20151BC, 2017 FBC) Sewn 16D9.1.1 Coefficirsds used in Table 6 calculations for V. Wind exposure category Wind exposure category Siding K Product Product Thickness finches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height3.7 feet) B C D B C D Allowable Design LLoad PSF) Fxp B Fxv C Fxp D V. K. GC. GC. 0.15 198 180 163 153 139 126 55.6 07 0.85 1.03 1,560 1 0.95 1 a 018 HardisPanelm 5/4 48 Min. No 8 X 1 in. long X 0.323in head diameter 6 Mini No. 20 ga. 33 mll) X 3 625 in. 16 20 198 175 159 153 135 123 56.8 0.7 O0 1 08 1 085 1 4 0.18 25 198 171 157 153 132 121 55 6 07 0.94 1.12 1 0.115 14 018 30 198 167 154 153 130 119 568 07 0.98 Ito 1 OA5 1.4 0.18 35 194 165 152 ISO 128 lie 56.8 073 1 085 14 0 l e 40 ISO 162 150 147 126 116 56 6 0.76 1 0.e5 1a 0.16 45 187 161 148 145 124 115 56.6 0.785 1 O85 14 018nbbedX1.375 50 184 159 147 143 123 114 566 0.81 1.041.22 1 0.85 1.4 0.18buglehead sn7ew' in metal stud 55 182 157 146 141 122 113 56.6 0 83 1 0 85 1.4 O 18 60 18D 156 145 139 121 112 566 0.85 1 0.85 1.4 1 0.18 100 149 132 124 115 102 96 56.6 0.99 126 1.43 h>60 1 0.a5 1.8 0.18 0-15 146 132 120 113 102 93 30.6 07 0.8.5 103 hse0 1 0.85 14 0.10 20 146 128 117 113 99 91 306 07 0.9 1.08 1 O.es 1.4 0.18Min. No 8 X 25 146 126 115 113 97 89 30.6 07 0.94 1.12 1 OAS 14 0.181inlongX 0.323 in Min. No. 20 ga. 30 146 123 113 113 95 88 30.6 0.7 098 1.18 1 OA5 1.4 0.18 35 143 121 112 110 94 86 30.6 0.73 1.01 1.18 1 0.a.5 14 0.18 HardiePanel9 114 48 hea( 33 diameter 6 mil) X 3.625 in. 24 40 140 119 110 108 93 85 30.6 0.76 1.04 1 222 1 OA5 1.4 0.18 45 137 118 106 91 3D.6 0.785 1.065 1245 1 0.85 1.4 018ribbed bugle head screw' X 1.375 in metal Stud 50 135 117 105 90 30 6 0.81 1.09 1.27 1 0.85 1.4 0.18 55 134 116 104 90 30.6 0.83 1.11 1.29 1 085 1.4 018 fill 132 115 102 89 30.8 0.85 1.13 1.31 FIFO-.65 1.4 0.181 100 30.6 D 99 1.26 1.43 ha60 1 0.a5 1.8 0.18 ETdF 0.15 198 1SO 163 153 139 127 56.7 07 O.a5 1.03 hsa0 t 0a5 1.4 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.a5 1 4 0.180100in. knurled Min. No. 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 cm 14 018 HardiePanel® 5/16 48 shank X 1.5 in. long in. X headhead diameter 4 edge 8 field 20 ga. 33 mil) X 3.625 in. X 1.375 in meta) 16 35 194 165 152 150 128 118 66.7 0.73 1.01 1.19 1 0.115 1.4 0.18 40 190 163 150 147 126 116 55.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 187 161 149 145 124 115 56.7 0.785 1.055 1.245 1 0.15 1.4 0.18 50 184 159 147 143 123 114 56.7 081 1.09 1.27 1 0.a.5 1.4 0.18 55 182 157 146 141 122 113 56 7 0.B3 1.11 1.29 t 0.85 1.4 01epin fastener" stud 60 180 156 145 139 121 112 56.7 095 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99 126 143 h 60 1 0.85 1.8 0.18 ET&F 0.15 153 139 126 Ila 107 98 33.7 07 0.85 1.03 hsSO 1 0.85 1.4 0.18 20 153 135 123 118 1D4 95 337 0.7 0.9 1.oe 1 0.85 1.4 0Aa0.100 in. ' 25 153 132 121 118 102 94 337 0.7 094 1 12 1 O.a5 1.4 0.18knurledMin. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18shankX20ga. 35 150 127 117 Ila 99 91 337 073 1.01 1.19 1 0.85 1.4 0.18 HardiePaneM 5116 48 1.5 in. long X 0.25 in. head diameter 4 edge 8 field 33 m8) X 3.625 in. X 1.375 in meta) 24 40 147 125 116 114 97 90 33.7 076 1.04 122 t o 85 1.4 0.1E 45 144 124 115 112 96 89 33.7 0.795 1.065 1.245 1 OA5 1.4 0.18 50 142 122 113 110 95 88 33.7 0.81 1.09 1.27 1 0.e5 1.4 0.18 55 140 121 113 109 94 87 33.7 0.83 1.11 1.29 1 0.85 1.4 0.18pm fastene stud 60 139 120 112 107 93. 87 33.7 0.85 1.13 1 1.31 1 1 0.85 1.4.1 0.1e toll 1 115 89 337 099 126 60 I 1 I OA5 1.81 0.18 r 2. Knurled shank pins - shag -penetrate the metal framing at least 1/4 inch. Ill l l r `• 0 GA 3. Building height = mean roof height fin feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 10' (2-12 roof slope) It ' 4. V,4 = ultimate design wind speed I1 ' • r 5. V = nominal design wind speed I t 6. Linear interpolation of building height (s 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 CdC Pert 7 and Pan 3: Kn=1, Kp0.85, GCp 1.4 (hs60), GC, 1.N(h>60) y- LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. . 2) In High Velocity Humcane Zones (HVHZ) install per Miami -Dade County Florida. NOA 17-0406.06 T •• OT. r- ' i)'fi1CP.•',., III 7 Florida Buildinc, Code Online Pace 1 of 2 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats B Facts i Publications FBC SOH BCIS Site Map Links Search j Product Approvalopr1YtasUSER: Public Userau_rn, Product Approval Menu > Product or Application Search > Application List > Application Detail FL + FL12194-R6 Application Type Revision Code Version 20.17 Application Status Approved Comments Archived L Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Li Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report FloridaLicense PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden 1 6 Validation Checklist - Hardcopy Received Certificate of Independence FI 12 94 R6 COI ALC15001 3 2017 FBC Evaluation Reoort 04 T4 Soffits final.Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 2009 https:// www.floridabuildincr. orc,/prlpr_app_dtl. aspx?param=wGEVXQw-tDquk24AUC%2fE... 2/ 1 /2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 09/06/2017 09/06/2017 09/13/2017 12/12/2017 12/15/2017 FL # Model, Number or Name Description 12194.1 I Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R6 II ALC15001.3 2017 FBC Evaluation Report 04 T4 Soffits final.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R6 AE ALC15001.3 2017 FBC Evaluation Report 04 T4 Soffits final.odf Created by Independent Third Party: Yes Back Next Contact Us :. 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850- 87-182a The State of Florida is an AA/EE--0 employer. Coovrieht 2007-2013 State of Florida.:: Privacy Statement Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request, do not send ele^-tronic mail to this entity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.487. 1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Mai F-7-1 CfeCFi -Card Safe https:Hw-w-w. floridabuildmg. ora/pr/pr_app_dtl. aspx?param=wGEVXQw-tDquk24AUC%2fE... 2/ 1 /2018 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2017) Manufacturer: ALUMINUM COILS, INC Issued September 1, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1709.10 Properties: Wind Resistance REFERENCES Entity Report No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 LIMITATIONS Year 2009 2009 2009 2009 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1609. 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. .Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7.. 'All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.3 FL12194-R6 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEKSoffits IM TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" JI-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit'Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 inZ/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. zz 1 B- FULL VENT 16- CENTER VENT 12" T4 Soffit 177" FULL VENT Ill1`J Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin ft for the 'full vent' configuration and 4.2 inZ/lin.ft for the .'center vent' configuration. See Appendix D for dimension drawings. ALC15001 3 FL12194-R6 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 60 Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. t trrrrri G P Y • R. • p' 4i . No 74021 is — ir 3 STATE OF : J 0 ORt P' j: s oN A• , SirCERTIFICATION OF INDEPENDENCE 2017. 09.01 10-: 06:18 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ARPENDICES 1) APPENDIX A —Approved Systems (8 pages). 2) APPENDIX B — Installation Drawings (12 pages) 3). APPENDIX C — Design Wind Loads(4 pages) 4) ' APPENDIX D — Dimension Drawings (4 pages) ALC15001 3 FL12194-R6 Page 3 of 3 This evaluation report is provided for State of Flonda product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16' Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location ALC15001.3 FL12194-R6 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Location iF Fastener Fastener Location xl ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# A xoved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced i6-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x inch dia. x min. inch 48 12F 2 16 inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head . trip nail spaceedd 4864.2headdia spaced 24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced inch 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced B-inch o.c. and securing each panel lapp head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001.3 FL12194-136 Page 2 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. xmin. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffil to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing,each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 o.c. inchch o.c. - O.C. x spaced 36-inch o.c. Max. Three (3) min.. 3/4-inch x 1/4-inch One (1) rnin 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4- 27 16F-4 16-inch Wood crown staples in diamond pattern Wood crown staple spaced B-inch o.c. inch head dia. trip nail 36.1 spaced 24-inch o.c. spaced 48-inch o.c. ALC•1500-1.3 - FL12194-R6 - Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced 4-inch 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood o.c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate J-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0727inch dia. x 23.5 16J-1 16-inch Wood crown staples idiamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 2 spaced4-inch o.c. nail spaced 48-inch o.c. ALC15001. 3 FL12194-R6 Page 4 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall'nolify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail wilh min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-mch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel tap inch crown x 1-inch 0.072-inch diameter 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood l eg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1 -inch 0.072-inch diameter 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes [hat are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to16-inch lock or spaced One (1) 18 ga. 1/4- Ohe (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 Wood leg staples in each panel lap Wood leg staple spaced 8- finishing nail wilhh min. 80/-60 16 inch diamond pattern 1) min. 2 25 inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. inch ring One (1) min. 1.75-inch each panel lap 16-inch o.c. ail shankailnx 0.072-inch diameter 2 n finishing nail wilh min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One ( 1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 2417- 5 Max. Wood smooth shank rafter will) one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 16- inch roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16- inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 3 FL12194-R6 Page 6 of 8 This evaluation reporl is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Apoendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 16-inch spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. s. . ALC15001.3 FL12194-R6 Page 7 of 8- This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK•Teclinicel Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between raflers will One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 gaY. eOne ( 1) min. 1.75-inch Max. rafter wilh one x 1-inch leg into the end of tile lap inch crown x 1-inch x 0.072-inch diameter 24J- 1 12- inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. t60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8- inch o.c. 3/ 16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24- inch o.c. nailed on either side diameter finishing of the batten at nail with inin. 3/16- each batlen/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24- inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- belween rafters with inch crown x 1-inch one ( 1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank file nailer of each No. 2 SYP Three (3) 18 nail straight -nailed female lock or One ( 1) 18 ga. '/.- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J- 2 16- inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8- inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/ 16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16- inch o.c. 24- inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batlen/rafter nail with min. 3/16- intersection. Max. Inch head spaced rafter spacing is 4-inch o.c. 24- inch o.c. ALC 15001.3 FL12194-R6 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations System No. Installation Detail Min. 3/8" hand dill. nail with corn. l;i" angagarient(for wood nubetrate) or mtn. 0.097" Gila. T-nail or anal, nail with miu. 5/13" «ngagameul.lior concret.e Qr block substrate), spaced as notaq above. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & — SOFFIT (OVERHANG WIDTH VARIES) 12F-3 7"F' CHANNEL Hood, concrata or Block We'll STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE A 16" O.C. , FASCIA LIP 1 /4 PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page'1 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical'Seivices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER STAPLES I 'DIAMOND PATTERN1 3/a" x 1/4• DETAILCROWNSTAPLES USING A DIAMOND , r,_ve crvicer+ STAPLES PATTERN FACIA BOARD FASCIA CAP 12 F-2 ts 3/4" X 1/4• CROWNJTRIM"LFACIA BOARD18" STAPLE ON CENTER 1-3/4" TRIM NAIL P CHANNEL CAN BE PAINTED S.S. 4B" FASCIA CAPISINSTALLEDWITHTHEO.C. NAIUNG FLANGE UP OR 3/4" X 1/4• DOWN CROWN STAPLE SOFFIT —max. 12'-inah span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 2 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail ' OPEN RAFTER 3/ES WEN , SOFFIT STAPLE DIST I DIAMOND PATTERNI DETAILL.' FACIA BOARD 1 BETWEEN/ 31NLES / 3/4" X 1/4" CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 TM 3/4" X 1/4` CROWN B' 1-3/4- TRIM NAIL FACIA BOARD CHANNEL 1-3/4" TRIM NAIL STAPLE ON CENTER PAINTED S.S. ccrewed to uoEEic wit) onajlY Ne x PAINTED S.S. 4B" FASCIA CAP i/V x 3/8°' Head O.C. diameter screw, 3/4" X 1/4" 16" o.c. CROWN STAPLE SOFFIT —max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.3 FL12194-R6 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranly, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM HAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIr 1"a1' CROWN STAPLE OPEN RAFIER J FASCIA BOARD N GA 5/6' I-HAO 1617-1 SOFFIT & FASCIA 16F-5 DETAIL J FASCIA [AP; REFER 10 SOFFIT L FASCIA DETAIL F' [HANIIEL SOFFIT; MAX. 16' SPAII HASONRY SUBSTRATE ALC15001.3 FL12194-R6 Page 4 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout IITe duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail , Min. 3/8" head die, nail, with min. 1!1" enyagement(for wood suhsr,rate) or min. 0.097" dia. T-nail or stub uai.1 wish win. 5/b" ongagemont(for concreto or black Sul.strete), spaced as notes above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wocxi, Concrete or Block. Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail vim E" `, SOFFIT STAPLE OPEN RAFTER ,' 3/4• x/a• i ' DIAMOND PATTERN D ETAIi LImo-3/0CROWNSTAPLESt, USING A DIAMOND v Sr' ij PATTERN FACIA BOARD FASCIA CAP 16 F-4 3/ 4• x 1/4• CROWN FACIA BOARD 8. 1- 3/4• TRIM NAIL STAPLE ON CENTER 1- 3/4• TRIM NAIL PAINTED- S.S. T—"F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAP INSTALLED WITH THE; 0 C NAILING FLANGE UP OR 3/4- x 1/4• DOWN CROWN STAPLE SOFFIT— max. 16-inch span W000 SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001. 3 FL12194-R6 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufaclurer shall notify CREEK Technical Services, LLC of any'producl changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i" TRIM NAIL —\ I I,— FASCIA BOARD PAINTED S,S. FASCIA CAP SOFFIT 1-4- CROWN STAPLE OPEN RAFTER FASCIA BOARD r•4- CROWN SOFFIT & FASCIASTAPLES USING A DIAMOND DETAIL 16F-2 & PAT I FREFER TO SOFFIT ITSTAPLE .-- 16F- 6 DIAMOND PATTERII \ DETAIL FASCIA CAP; REFER \ TO SOFFIT 1 FASCIA 3„ DETAIL 8 F" CHANNEL I 3/ e' SOFFIT; MAX. 16" 5PAN W\ / SUBSTRATE SOFFIT STAPLE DIAMONO PATTERN ALC15001. 3 FL12194-R6 Page 7 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4" X 1/4" CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ' e- P;ES`" `, SOFFIT STAPLE STADIST I f ; DIAMOND PATTERN I I FACIA BOARD — , - 3/6' SETWE / DETAIL STAPLES / FASCIA CAP L 3/4" X 1/4' CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4' TRIM NAIL MJNEL 1-3/4" TRIM NAIL PAINTED S.S. PAINTED S.S. 48" FASCIA CAP O.C. 3/4" >< 1/4" CROWN STAPLE SoFFrr—max. 16-inch span SOFFIT WOOD OR BLOCK SOFFIL & FASCIA SUBSTRATE D ETAI L ALC15001.3 FL12194-R6 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRUI NAIL FASCIA BOARD vAu1TE0 S.S. 1"riCROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN. REFER TO 1'4" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL I t" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F- 1 & 24F- 4 1-4- CROWN STAPLE - FASCIA ( AP; REFER / TO SOFFIT t FASCIA \ DETAIL Nominal I'e2' SYP 3/B, Gallen An[hored to SOFFIT; MAX, 24- I I II FEIIA1411ELRapersvllhoneTdRing Shanh Nall at every Railer W000 SUBSTRATE-\ SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t• TRIM IIAIL FASCIA BOARD PAUITED S.S. 1-1" SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT I-rt- CROWN STAPLE I t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 I-q- CROWN STAPLE FASCIA CAP; REFER 10 SOFFIT I FASCIA FAIL Ilominat 1'Y2" SYP Batten Anchored to SOFFIT; MAX. 24" F-CHANNEL Ratters vith one 7d Rmq Shank IU0 At every Railer WOOD SUBSTRATE ALC15001.3 FL12194-R6 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other piodLlct attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM NAIL FASCIA BOARD PAINTED 5.5. IIGA i' T-IIAILS FASCIA CAP SOFFIT I'c!- CROWN 5fAPLE I +' TRIM NAIL JL FASCIA BOARD PAINTED S S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 1-4* CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL lomInal l'a2' SYPRIGallenAnchoredto SOFFIT; MAX. 24' F-CIIANNEL Rafters with one Td Ring Shank Nail at every Railer MASONRY ALC15001.3 FL12194-R6 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 ' TRIM NAIL FASCIA BOARD PAIN IED 5S, 1'r!' CROWN FASCIA CAP STAPLES SOFFITUSINGAOIAMOIIO PATTERN; REFER TO CANTILEVERED I'rCROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA 1 TRIM NAIL PAINIED S.S. DETAIL 24J- 1 & 24J- 2 1- 4" CROWN STAPLE r_ FAS[ IA CAP; REFER TO SOFFIT i FASCIA DETAIL Nominal 1's 2' SYP battens B ecabbea between taOers and SOFFIT; MAX. 24' 111 1- CHANNEL secured dth one (1) 7d dng I I shank nail straight-naeed through the rafter Into the and WOOD SUBSTRATE the barren a Iwd (2) 70 ring e(ranK halls loe-nailed on either side or the baltern t Ilia bauenharter Into toctlon SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page 12 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC or any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, -recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shalt be as defined in Section 1609 of the FBC, 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have.been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,,, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC 15001.3 FL12194-R6 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 066i§n,Wihd,,P.-ress-ured'for iSoffits .-in-'Eio oadj& a j4p U Id ng'i',f T I ype'r, VVhd.Spe6dB i- i k -140 R 1-0 T 2 0 0 20 16.9 19.8 22.9 26.3 30:0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9, 28.6 32.5 36.7 41.2 45.9 50.8 50' 19.5 22.9 26.5 30.5 34.7. 39.1 A3.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4- 41.1 46.0 51.3 56.8 Negative Loads) 20 - 20.8, 24.4 28.3 32.5 3TO A1.7' A6.8- - 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 A1.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 A1.7 46.8 52.1 57.8 5 40-- r22.6 26.5 30.7 35.3 ......--40.1 45.3-... 50.8. 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 1 16.9 1 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0----[ 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Buildlhgl;,i J zo w H e Iti Basi'Wihd,iSpded mph)*',.- 0 A. r4-0;'' s(N j, 0 2 0 0 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9. 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 1 19.7 22.9 26.3 29.9 1 33.7 37.8 1 42.1 46.7 60 17.4 1 20.5 23.7 27.2 31.0 1 35.0 39.2 1 43.7 48.4 ALC15001.3 FI-12194-R6 3 of4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C u (p o s u re, W Iz'Wa dasic,Wind, peed. rri'ph)a 11'kA - -;- v " it -I . 8 u a'i rType,A,-, 11. Z-- 0' f'4 R 0 120 i30 150" N H6i t B. J 0 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 32.8 38.0 43.6 496 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/tl" 1 3/4" 1/8" t1EM T 7 3/4" I---- 3/8' ISOMEIRIC VIEW 3/E" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Pagel of 4 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREED{ TECHNICAL SERVICES, LLC S 3/4" 7/8„ 1/8" HEM r,"r A ,riA ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 0 xs rrr 0 IL"TrP 18' 'BLANK 3, / 6: PROFILE i I75' T EF C WTNP 0000a oaaa ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other. product attributes that are not specifically addressed herein. _ CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 3/4- 7/8" 3 1/8" 112" / \,J 1/2" 1/8" 13.75" BLANK 3/8" PROFILE 2.17:'FEF 0 50' fY P a 125-125'TP 7/8" i 3 1/8" 1/2" T 1/2" 1/8" ooa a000a oar o END OF REPORT 3/8" ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-136 Page 4 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 wl BCIS Home I Lop in I User Registration Hot Topics Submit Surcharge Stats & Facts I Publications FBC Staff EMS Site Map Links Search a rb n Product Approval l_ I(W.; USER: Public User Product Approval Menu > ProduR Or ADDIIfLCipn Search > Application List > Application Detall i FL # FL7006-R10 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer IKO Industries, Ltd Address/Phone/Email 40 Hansen Road South Brampton, NON -US L6W 3H4 708)496-2800 Ext200 rmetzOO1@tampabay.rr.com Authorized Signature Robert Metz rmetzOOI@tampabay.rr.com Technical Representative Bob Metz Address/Phone/Email REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001@tampabay.rr.com Quality Assurance Representative Don Shaw Address/Phone/Email IKO Industries LTD 120 Hay Rd. Wilmington, DE 19806 717) 579-6706 don.shaw@iko.com Category Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency FM Approvals - CER Validated By Locke Bowden G Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM D3161 modified to 110 mph 2016 ASTM D3462 2010 ASTM D7158 Class H 2O11 ASTM E108 2011 Equivalence of Product Standards Certified By https:/AA,%A,r.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQNA tDgse7mYBd2b3K... 2/6/2018 Florida Building Code Online Paae 2 of 3 Product Approval Method Method 1 Option A Date Submitted 10/08/2017 Date Validated 10/30/2017 Date Pending FBC Approval Date Approved 11/01/2017 Summary of Products FL # Model, Number or Name Description 7006.1 Cambrdge, Cambridge HD, Laminated architectural fiberglass asphalt shingle Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).pdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at IKO's Kankakee, IL, Toronto, Ont. and Brampton, Ontario plants. Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R10 C CAC ASTM D 3462 - Shingle letter Surveillance Audit Location - (6-28-2017).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).Ddf FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).pdF Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II Hip and Ridge Cap Shingle Installation Instructions.odf FL7006 R10 II IKO-187-02-01 Letter - Installation InstruCions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use-in-HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).pdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R10 II Roofing -Products- Lead ing-Edge-Plus- Aoplication-EN(1 ).odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: https://xA,NN,. floridabuil ding. org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDgse7mYBd2b3 K... 2/6/2018 Florida Building Code Online Page 3 of 3 7006.4 I Marathon Plus AR, Superglass Plus AR Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 3 tab fiberglass asphalt shingle manufactured at IKO's Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants Certification Agency Certificate FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.Ddf FL7006 R10 C CAC Letter -ASTM D3462letter -(9-26- 2017). Ddf FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017). Ddf Quality Assurance Contract Expiration Date 12/ 20/2020 Installation Instructions FL7006 R10 I1 IKO-167-02-01 Letter - Installation Instructions for FBC FL7006.1)df Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: sack Next Contact Us :. 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flonda is an AVEEO employer. Coovndht 2007.2013 State of Flonda.:: Pnvacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electron¢: mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, Please contact 850 487.1395. `Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address rf they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: faim Cred14 Card Safe https://, ArA,NA,.floridabuildinQ.org/pr/pr_app_dtl.aspx?param=NA,GEVXQNArtDgse7mYBd2b3K... 2/6/2018 CONSTRUCTION MATERIALS TECHNOLOGIES October 27, 2017 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-Hipand Ridge 12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: Zx , C Signed: Brad Grrybow"ski Duc T.jN u en Managing Director Florida Re-g1b ered.Professional Engineer P.E. Number: 65034 Date: October 27, 2017 Date: October 27, 2017 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-18.7-02-01 PRI Construction Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel 813-621.SM Fax: 813-621.SB40 e-mail: materialstesting@pdcmLcom WebSite: httpJAYww.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of'any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES 1-LT t•1T I _ SEALING 57RIP I~ '• T t i • • tt • 61/E 1 r I 167/8 1- NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PR Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel, 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pricml.com webSite. http:/A~pricmtcom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". NAIL LINE 63/6t NAILING - STEEP SLOPES APPLICATION Use six nai!s as shown. ry" 1" 1 r 1 EL r] CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel• 813-621.5777 Fax. 813-621-5840 e-mail. materialstesting@pricmt com WebSite: http./Mnvw.pncmicom woolwoud-mmny/:duq :al!$gam woolunud@o 6unsalsieualew flew -a 00%-tZ9-c18 %e,j GLL;-tZ9il8 jai otgeE IA'edwel anup ia6pe8 Z Lb9-0-n'sa16oloug3ai slepaiey4uoiiongsuoj rdd Lno Ls vi c co L SNouonf J1SNl NOIld0llddd 3S3H1 ONlsn S3I0NIHS 3S3H1 SNU.IddV O1 bOlbd S1N3VG&n03b aNV'Sabt/0NViS ALb3dObd Wf1WINIW 'S3Q00 ONlallfl8 3I8` OI-Iddd IIV M31n3b ' S1N3W3&nD3b Sab`daNd1S llb3dObd imnNINIW H1IM 30Ndab000d NI NOIIVIIIN3A b3dObd 301AObd Ol 3bfllldd 2i0 'b3n0 a3d00b 38 Ol 30` -3bnS 3Hl 3bdd3bd AIb3dObd 013bf11IH3 bO NOliV0llddVbOOd WObd ONlllflS3b S103d30 b0 SNV3l bOd'l1IllelSNOdS3b ON 31mnSSV 3M 'SNOIld0llddd b3H10 ANV bOd a3sn 38 lON alf1OHS aNV 'AINO S3IONIHS 3001b ONV &H Sd3sn b03 a3NJIS3a 3bVA3Hl',llb3dObd a31lddV 381snvi S3IJNIHS :310N 6utpuaq jaisee Jo; molle II!m ease paleay a ul sal6ulys ayl 6uuols 'ja4leam ploo ui uolleo!ldde 01 Loud 'luawao QM paJanoo aq pinoys 916u!ys leug ayl to speay I!eu pasodxa ayl pue 'luawao ui las aq pinoys 916u!ys leu!l ayl -(wei6elp aas) aoa!d dol eql ueyl jayljn; (ww 6O „ 7/£ lnoge 6u!pueVe eoa!d jamol ayl 'jagloue auo Jo dol uo seoald Z 6ul oels Aq ssau o!yl alqnop sal6u!ys a6pu pue d!y Aidde '(pailnbai lou lnq 'pepuawwooaj s1 yo!ynn) '1oa}}a leuoisuaw! p-amyl a u!elgo of :a1oN 'pua Jaylo ayl of anulluoo pue U01109Jlp pu!nn 6u!I!enajd a410l al!soddo pue ayl le 6u!pels saoa!d 96pu Aldde 'slog alge6 uO -91pp!w ayl u! 6u!laew 'pue yoea le 6upels sada!d a6pu Aldde 's;oa d!u uO a6pu ayl piemol do 6ui iom 'd!y ayl;o pua jamol ayl le 6uiliels seoa!d.dly AlddV luw O£L) „g/L g aoald yoea 6u!sodxe '96pa yoea woj; u! (ww gZ) „L 96pa llnq ayl anoge.(ww.£tL) „8/g g I!eu pue 'a6pu io d!y ayl nano aoaid yoea pua8 -(6uimeip aas) jadel (ww gZ) „L a uo pawwul koldel ilaaq seq aoa!d yoea to ap!s yoea to dol aql 'aouejeadde jaleau a jo j) -ainsodxa (ww O£ L) „g/ L g e jol pau6!sep we sal6u!ys asayl -ap!n6 6u!}lno a se sVew uo!lejoped ayl 6u!sn 'spj!yl olui sal6u!ys 96pu pue'd!ll ln0 NN3AOJ IIIM SNouonblSNl 3S3H1 '101-13N00 NOIlOf1blSNl 3H1 1N3n3 3H1 NI *3000 3I8VOIIddV 3H1 ONV SNouonNISNl NOIIVOIIddV 03HSII8fld S,ONI H11M NOuon NOO NI a3sn 38 IIVHS SNouonNISN1 3S3H1 :310N Z L 96P1N pue d1H Mil — 3 SSe10 ' 0 M3 W1SV) suoilonalsul uoile3ilddd z 96pu pue diH ONI S to y 96ed s9j6ulL4g lletadsy jol suoilorulsul uollepelsul ONI IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help.keep them from lifting in high winds. PPJ Construction Materials Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel, 813621-SM Fax 813-621.6840 e-mail: matenalstesting@pricmtcom WebSite• http:/Mnvw.pricmLcom Florida Building Code Online Page 1 of 2 Professional + I i BCIS Home I Lop In I user Registranon i Hot Topic I Submit Surcharge j Stats & Facts j Publications I FBC Staff " BCIS Site Map i Links I Search I b r "" Product Approval I USER: Public User r 'ev_ Product Approval Menu > Product or ADDliCatipn Search > Application List > Application Detail FL # FL15216-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano eiozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W. Knezevich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216 R3 COI 2017 01 COI Nieminen.odf Standard ASTM D1970 (tear) ASTM D226 (physicals) Year 2015 2009 https:H-,N,xN,w.floridabuilding.org/prlpr_app_dtl.aspx?param=\ArGEVXQwtDgv'3yVVKJZI Q... 2/6/2018 Florida Buildin; Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products r Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.1)dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3.Ddf Created by Independent Third Party: Yes Back Neff Contact Us •: 2601 Blau Stone Road, Tallahassee FL 32399 Phone, 850-487-182a The State of Florida is an AA/EEO employer Coovnaht 2007-2013 State of Florida.:. Privacy Statement :: Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F S., please click here Product Approval Accepts: Wig Gredr Gcrd Safe https:/hN-rw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ A tDgv3yVVKJZ 1 Q... 2/6/2018 I TRINITY I ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada 551) 574-2939 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#t13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R3 FL15216-R3 Date of Issuance: 02/17/2012 Revision 3: 10/10/2017 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 6[h Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing y <<, ' • ppearin was authorized b Robert Nieminen, P.E. on 10/10/2017 This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity] ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. V TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the following sections of the 61h Edition (2017) Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTM D226 2009 1507.1.1 Tear Strength ASTM D1970 2015 3. REFERENCES: - Enti Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 PRI (TST5878) ASTM D1970; Tear strength OCF-330-02-02 10/03/2017 ITS (QUA1673) Quality Control Service Confirmation 09/30/2017 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception). S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable Roof Covers: q,TABLE,iROOF GOVERwOPTIONS 'f i Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 N. Yes , , No No r._ . ti;'Yes ..M i. Y,es ' `_``y"'r F t j 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-113 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL7S216-113 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 l I KINITYIERD 6. 'INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or II underlayment in FBC Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications. 6.3.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.3.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 . Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China 9. • QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-113 Certificate of Author¢otion #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FLi5216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 RhinoRoof U20 Synthetic Roofing Underlayment RhinoRoof' U20 Installation Instructions RhinoRoof` U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated space(s). Follow ALL building codes applicable to your geographical region and structure type as it is considered a vapor barrier. DECK PREP: Protrusions from the deck area must be removed and decks shall have no voids, damaged or unsupported areas. Deck surface should be free of debris, dry and moisture free. USE: RhinoRoof' U20 must be covered by primary roofing within 60 days of application. U20 is designed for use under; asphalt or synthetic shingles, metal in residential applications, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12 and higher RhinoRoof' U20 is to be laid out horizontally (parallel) to the eave with the printed side up. Horizontal laps should be 4" and Vertical laps should be 6"and anchored approximately 1 " in from the edge. For low slope applications it is recommended to overlap 50% plus 1 ", for complete definition of low slope and guidelines consult authorities having jurisdiction. U20 product is not recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air or gas driven fastener tools is acceptable. The use of straight edge cutting knives is recommended. FASTENERS: For same day coverage with primary roofing RhinoRoof` U20 can be anchored with corrosive resistant 3/8" head x 1 " leg roofing nails (ring shank preferred, smooth leg acceptable). The use of every other anchoring location printed on the product is also acceptable. If U20 will be left exposed for up to 60 days the product must be anchored with 1 " plastic or metal cap smooth or ring shank roofing nails and anchored in all locations printed on the facer..DO NOT USE STAPLES: the use of staples to penetrate RhinoRoof` U20 will void warranty. ANCHORING: All 'anchoring nails- must be flush, 90 degrees to the roof deck, and tight with the underlayment surface ,and the structural roof deck. Where seams and joints require sealant or adhesive use a low solvent plastic roofing cement meeting ASTM D-4586 Type 1, or Federal Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB, Geocel or equivalent. Acceptable alternatives are butyl rubber,. urethane, and EDPM based caulk or tape sealant. EXTENDED EXPOSURE: If RhinoRoof' U20 product will be exposed longer than 24 hours and up to 60 days then product must be attached to the structural roof deck using a minimum 1 " diameter plastic or metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and it is recommended for best performance to use with the rough edge facing up. For extended exposure it is always recommended to anchor on every printed position on the facer. RhinoRoof` U20 is not designed for indefinite outdoor exposure. For extended exposure conditions where driving rain or strong winds are expected it is recommended to take additional precautions such as doubling the lap widths. Alternately or in addition to a compatible sealant could be used between the laps or a peel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should be followed on steep slope roofs, such as use of tie -offs, toe boards, ladders and/or safety ropes and personal body harnesses. Follow OSHA guidelines. Slip resistance may vary with surface conditions from debris that accumulates, weather, footwear and roof pitch. Failure to use proper safety gear can result in serious injury. Depending on roof pitch and surface conditions, blocking may be required to support materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. InterWrap° Roofing Products Division Charleston, SC • Vancouver, BC • Mission, BC • Montreal, QCqk--k < Web: www.interWrap.com/roofing I E-mail: info@interwrap.com "" c` Toll Free: 888 713 7663 1 Tel: 778 945 2888 Florida Building Code Online Page 1 of 2 ltt Business A Professional Regulation f BCIS Home I Login I User Registration I Not Topics Submit Surcharge I Stats & Facts ; Publications ( FBC StaN j BCIS Site Map Links Search Product ApprovalbrUSER: Public UserpfF .ta Product Approval Menu > Product or Aoolicanon Search > Application Lis[ > Application Oetall FL # FL16994-R5 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email n Southeastern Metals Mfg. Co 11801 Industry Drive Jacksonville, FL 32218 904) 696-4682 jhkelsey@semetals.com Jeremy Kelsey jhkelsey@semetals.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL H C Quality Assurance Contract Expiration Date 12/20/2020 Validated By Locke Bowden 2- Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL16994 R5 COI SEM14001.5a 2017 FBC Eval Report Off-Ridoe Vent ftnal.pdf 1503.5 1709.2 Method 2 Option B https:HNA w",.floridabuildina.org/pr/pr_app_dtl.aspx?param=wGEVXQ A tDgvBwYu9TrZN... 2/6/2018 Florida Building Code Online Page 2 of 2 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 09/26/2017 10/10/2017 10/15/2017 12/12/2017 FL # Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 5-ft, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off - Ridoe Vent final.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-18 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL16994 R5 AE SEM14001.Sa 2017 FBC Eval Report Off - Ridge Vent final.pdf Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or concrete tile Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 11 SEM14001.5b 2017 FBC Eval Report Tile Roof Vent final.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-9 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL16994 R5 AE SEM14001.51b 2017 FBC Eval Report Tile Roof Vent final.pdf Created by Independent Third Party: Yes Back Nest Contact Us :• 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer Coavnaht 2007.2013 State of Florida, .. Privacy Statement :: Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, Please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval AAcccce-epts: Cre6t Card - Safe https : //v&r. fl on dabuil ding. org/pr/pr_app_dt] . aspa?param=vvGEVXQvvtDgN,B wYu9TrZN... 2/6/2018 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 336470 (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6T" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FL 32218 800)874-0335 http://www.semetals.com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL LLC (QUA1743) SCOPE Category: Roofing Subcategory: Roofing Accessories that are an Integral Part of the Roofing System Code Sections: 1503.5, 1709.2 Properties: Roof Ventilation REFERENCES Enti PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Zachary R. Priest, P.E. (CREEK Technical Services) PRODUCT DESCRIPTION Report No. Standard Year SEM-029-02-01 ASTM E 330 2014 SEM-031-02-01 ASTM E 330 2014 SEM14003 Calculations 2014 Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel; Shall conform with FBC Section 1503.2 Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high. Vent is available in nominal 4-ft, 6-ft and 8-ft sizes. SEM14001.5a FL16994-R5 Page 1 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT APPLICATION Southeastern Metals Manufacturing Co., Inc. Off Ridge Vent Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall be designed by others in accordance with FBC requirements). Roof slope. Minimum 2:12 Installation Height: Maximum 33-ft Roof. Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent 2.5-inch wide x 66-inch opening for the nominal 6-ft vent 2.5-inch wide x 90-inch opening for the nominal 8-ft vent Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off the ridge. For a single vent, install the vent as close to the center of the roof length as possible. Multiple vents should be evenly spaced along the roof length. Remove interfering shingle nails around the perimeter of the opening and any debris prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening in the roof sheathing. Slide the top and side flanges of the vent underneath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0 5- inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min 3/8-inch diameter heads having sufficient length to penetrate through the sheathing a minimum of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5- inches o.c. along all four sides of the vent. All loosened shingles shall be adhered down with roof cement/mastic. When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic. Allowable Roof Coverings: Asphalt shingles Maximum Design -13.5 psf for 4-ft and 6-ft vents Pressure -18 psf for 8-ft vent Pressures calculated using 2:1 margin of safety per 1504.9 SEM14001.5a FL16994-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is outside the scope of this evaluation. 2) This report is not for use in the HVHZ. 3) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions In the event of conflict, the more restrictive installation shall be enforced. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion prior to installation. 6) Installation of the roof assembly is outside the scope of this evaluation. 7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction applications 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 6"' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. FkY R. No 74021 STATE OF • VZ 11rrrlrt0`" CERTIFICATION OF INDEPENDENCE 2017.10.10 10:29:43 Y _ 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor willacquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT SEM14001.5a FL16994-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M1AMI-DADE COUNTY MIIAAM II•DADE PRODUCT CONTROL SECTION L.1LLC6 11805 SW 26 Street Room 208 DEPARTMENT OF REGULATORY A -ND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMLNISTR4TION DIVISION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) H•.miamidade.!!o,.,/economN• Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade Courity and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami -Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product 'or material tested for quality assurance purposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product; for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: 13-0814.08 MIAWDADE COUNTY Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 1 of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactured by Test Product Applicant Dimensions Specifications Description Weather Vent Vent: 4- ''/z" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Test Aaenev Test Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 15/ 32" or greater plywood or wood plank System Type A: Mechanical attaclunent of vent for shingle roofs Cutout: Mark a 3'/z" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-'/." galvanized ring shank roofing nails spaced approx. 8" o.c. and l" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 MIAMFDADE COUNTY Expiration Date: 04/15/19 Approval Date: 01 /23/14 Pape 2 of 3 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINNGS e • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 MIAMI•DAD, COUNTY Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 CITY OF SANFORD AUG 2 0 2018 BUILDING & FIRE PREVENTION0. ` iP: .. PERMIT APPLICATION i Application No: 0 " /IUQ 6 Documented Construction Value: $ 6,158.00 Job Address: 2658 FLICKER CV SANFORD, FL 32773 Historic District: Yes No Parcel ID: 17 20 31-502-0000-1230 LOT 193 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4-ton HVAC with duct work Plan Review Contact Person: Paula Bagley Title: Permit Clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000_ Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Phone:. Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a pert -nit to do the work and installations as indicated. I certify that no work or installation has i commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: S° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application tTr1p( Isq . 03 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued\ OWNER'S AFFIDAVIT: I certify that all of the fore omg information is accurate and that all work will be done in compliance with all applicable laws regulati g S&structipn and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Kevin Stine Print Contractor/Agent's Name Signature of Notary -State of Florida Date Signature 8/20/2018 Date KELLY WEBSTER Notary Public - State of Florida Commission A FF 978034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/A et t Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 18-00001626 Date 8/20/18 Application pin number . . . 962908 Property Address . . . . . . 2658 FLICKER CV Parcel Number . . . . . . . . 17.20.31.502-0000-1230 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 333154 Application desc NOC ON FILE Owner Contractor PARK SQUARE HOMES 5200 VINELAND RD SUITE 200 ORLANDO FL 32811 407) 529-3000 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . ELEC - # AMPS 200.00 PLUMBING FIXTURES 21.00 NUMBER OF STORIES 2000000.00 SQUARE FOOTAGE 3084.00 Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1071927 Permit pin number 1071927 Sub Contractor ONE STOP COOLING & HEATING INC Permit Fee . . . . 110.00 Issue Date . . . . 8/20/18 Valuation . . 6158 Expiration Date . . 2/16/19 Qty Unit Charge Per Extension BASE FEE 110.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -MECHANIC 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 1252.00 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 9-2017 383.81 O1-LIBRARY IMPACT FEE 54.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 18-00001626 Date 8/20/18 Property Address . . . . . . 2658 FLICKER CV Parcel Number . . . . . . . . 17.20.31.502-0000-1230 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1071927 Permit pin number 1071927 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 409 MHO1 MECHANICAL ROUGH IN 1000 410 MH02 MECHANICAL FINAL / / A jr JPD DOCUmented-ConStRIC6011 Value:_S_ to ZOO Job Address: 4-aDn E-1 d-Irt—Y f Historic District: Yes 0 !"o Parcel 1'.D: . LaE 03 k vqm Residential Ercommercial TN -pc ol'Work: 11;ew 2.1 F1 Arti AdditioniterationDRepairnDemoll Cliancycol'UseEl 1\10N.e E] Plan Review Contact Pet -son: Phone: Fax: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION AppLication No:_1 LD 21-D Email: P roperty Owner Information Sallie LL'Sai Plione: Street: City, State zip: Title: Resident of property? : Contractor Information Name. I I_ I, r Phone: -JQ Street: Fax: L 017 i ell---, U/ r — I citv. State Zip: I— — 7, / I No.: StateLicenseit r C, e t: City. St. Zip: Bonding Conilpary: ddress: Arch itect/E ng inee- r Information Phone: Fax: E- mail: ae Lender: Address: WARNING TO OWNER: YOUR FAIIXR.F T(.) RECORD .-k NuricE OF COMMENCEMENT MAY RF;'L_L-r IN 1-oujs 17:\%' ING TMCE FOR IMIYOVEMENTS TO YOUR PROPERTY. A NOTICE OF CWLI IENCEMENT MUST B'F RECORDED AND POSTED ON THE .10b SITE BEFORE THE FIRST [I- YOU IVITNI) TO OBTAIN FINANCING. C0XSL*i_'r wri-ii YOUR LENDER OR AN ATTORNEY BEFORE 1.11-CORDINC YOUR NOTICE Of- CoMMENCOIENT. r.— I-b..mad- [Z. olntma nfrm- C,.-) and 4; uan:" 2 of r2.'uC_ Lab-F n : h!3 jur;:dic;;Cn. I mid---rsrand 11131 a separal-v permit mutt be siccur-E!d for decirical %% ork. s;,,r.s. \%ej!.j, poufs. rurn,. ice%. boilers. lic-niers. tanks. and :,it- conditioner;. etc. FCC 10.3 Shall bc in,crib.i.d i,idi ill.., l!:1;e or appl i"uli;.11 and 01C. Code in cr-,-Cl 2" ur that (!-Itc: " Edi!ifill 12612 1 Building C('d_ NOTICE: In addition to the re uirenents of this partite there may be additional r-strictio s applicable to this I)ropem• that nnv befoundinthepublicrecordsofthisCott;ttp. and there rniv be additional peniits required from other eovenunenial entities Such as trace; tnanagenent districts, stare agencies. or federal agencies acceptance of pertnii is verif ratio that I trill notify the o.t i= of tie properr% of I'te requirements of Florida Licn Law. } j i I?. The City of Sanford requires pa_I;ieat of a plan re%-i;!w fe;_at.the_ti:;te of pern,i; submiral . copt-of the executed contract is n tii;ed in erde; to calct ate a plan r;victr Shame and trill be considered thz! e;[ina,ed coistruction t alue of the job at the tii;te of subs-lit:al. fhe acuml construction value trill be Geared based on the current ICC valumton Tattle it cff,ci at the nmc the prrnut is issued.'inaccordancetrtthlocalordinance. Should calculat:c1 CI7 f-^_': fib.u;ed off the execui.d contract exceed iaC actual COi1_ii.!CiiOii valet. credit will be applied to your permit fees when [he permit is issued. OWN- ER•S AFFIDAVIT: I certifV that all of the for•egoin,l information is accurate and that all Mork «ill be done in compliance with all applicable laws revulatina constructionIDA-7.0ntmT. l 1:U:: Pi \,)I_:-.,•C:ll•C: :I,i:; I-, D'-:: 0-wiwl-/ .=en; IS f :r>oaally Kno%rti io N1? or Produced I'D Tru)e of ID D3;: s:tt:'rryr STEPHANIE RALLOCommission # FF 175017 Expires November 9, 2018 p 1 Aw eme•a inn t i uuv.•c• Booms rolo Ceiaractor :=.fie-;t i Nil nall h1-o;tr: to \le o- Produced ID Tt-pe of fD BEL01V IS FOR OFFICE• USE ONLY Perniits Requirt•d: Building Electrical E] (:chsai. ! PlLtr,,i:, COnStRICtiOn Type: Occupancy- U;e: Total Sg Ft of Elder: Alin. Occupanci. Load: GasEl Reon Flood Zone: of Stories: NOW Cntt;tt'uCtiOn: Electric - _ of:knips Plcntbirit, of Futures Fire Sprinkler Permit: Yes Non = of hltnc:; Fire Alarni Pern,;t: APPROVALS: ClXI_.\"G: UTUTiES: V ASTE E\G! EERIXG• F1;F. BUILDING: C 0 I 1 XTS: d I:OV U 7 2018 Revision - City of Sanford Response to Comments Building & Fire Prevention Division DEVISION Ph: 407.688.5150 Fax: 407.688.5152 CIO / Email: building@sanfordfl.gov Permit # 119— I co a(o Submittal Date I I Project Address: c2(oY Contact• Ph: 00 1 I - / 1' Loc-- Fax: Email: JQ. b s4T- Trades encompassed in revision: General description of revision: Building Ruiste t YA- 1jo1(L Plumbing OY) ltdd Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention ROUTING INFORMATION Approvals 11 Building It - t-, -t T 2 cn Z Oe*t S Level 1 °ocC 7 o O a N 7" 10X8 152 cfm oU 7„ L129FB63 10-2 U fm 118 cfm GATH 7" 10X8KIT STR1 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — - — Thermostat 18/8 O SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job M Barcelona C RHG Office Performed by LF/LM for: Park Square Homes FL 129 cfm lox 10 10X10-2 9„ 1 Xfm I 10 x 10 6 12" 8X4 11 cfM FOY 10X6 114dm 4„ 6" L DV VTR LAUN 31 cfm 8X4 Et-- EF1 VTR GARAGE One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 vmw.OneStopCooling.com Sup Riser 14" Scale: 1 : 94 Page 1 Right -Suite® Universal 2018 18.0.31 RSU21856 2018-Nov-01 09:05:49 ona C RHG Office - N updated.rup 121 cfm 10X8 Zone Damper 1 -14" Zone Damper2 -14" Bypass Damper-12" 8X4 10 cfm EN VTR F EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — - — Thermostat 18/8 O SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job M Barcelona C RHG Office Performed by LF/LM for: Park Square Homes FL Level 2 110 cTn MBTH EF1 VT M 9.1 MTOl 4" SRB2 MBED 12X12.1 258 cfm 12" V- I 10X6 Revised Duct t2 6" 103cfm layouts 12x12 12x12 LOFT S Riser y tl 12LRB1 21810 4' . V' l EF1 VTR FM F 8 27 cfm 8X4 51 cfm TOM cfM X18 14 A oil One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 v wuOneStopCooling.com A 11 cfm Scale: 1 : 94 Page 2 Right -Suite® Universal 2018 18.0.31 RSU21856 2018-Nov-0109:05:49 ona C RHG Office - N updated.rup 15 lightyears, Inc 15 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, lightyears This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, Timothy Si»ith 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC FORM R405.4.1-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: U SC'nF Permit #: Job Information Builder: ./1115W,6r Community: n6f crr/11 Lot: 173 Address: Z65'8 Unit: City: a 6/4 State: ZiP: 52773 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. 0 PERFORMANCE or ERI METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERI): = 662 X 60 = 77-072 = 6/•._ Method for calculating building volume: CFM(50 Building Volume ACH(50) O Retrieved from architectural plans PA echanical Ventilation is not required) ® Code software calculated PASS (with Mechanical Ventilation) O Field measured and calculatedFAIL R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterlor windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other Infiltration control measures. 2.Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3.Interior doors, if installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. 5.Heating and cooling systems, if Installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)-438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: Will Torres License/Certification #: 9704654 Issuing Authority: RESNET FORM R402-2017 Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: C, 6f SM vat A Permit #: 18 , It Z6 Job Information Builder: Community: Lot: alt /CAe r CU !r ,- r I ?3 Address: - ff 1, r Unit: City: rol-,dl State: ' Zip: Duct Leakage Test Results System 1 V' cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all Tsystems cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES 0,) [:]NO (soon') 0 Performance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the 44- + 2 /3 = G•GZ7 Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage Leakage Type selected on Form Qn specified on Form R405-2017 R405-2017 (Energy Ca/c) or R406-2017 (Energy Calc) or R406-2017 PASS AIL 7 o r oSed a` o • o,7 Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)-438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: _ Z' (r— Printed Name of Tester: Will Torres License/Certification #: 9704654 Issuing Authority: RESNET L i W a, E 0 X 1= W z W Certificate of Achievement THIS ACKNOWLEDGES THAT Will Torres HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED HOME ENERGY RATER RT IN # 9704654 Certification Date: November 7, 2018 Certification Expires: November 7, 2021 2 _ Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199)